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nmevjc'^>i Society C)V- "-ryiunioi p^i evi^ lYjeer^. 

American Society of Municipal 
Improvements, 1914 



Standard Specifications 

• Adopted October 8, 1914 

Sheet Asphalt Paving 

Brick Paving 

Cement Concrete Paving 

Stone Block Paving 

Broken Stone and Gravel Roads 

Sewer Construction 



Specifications not adopted but printed for further discussion: 

Creosoted Wood Block Paving 
Bituminous Paving 



These specifications will be modified from time to time 
to keep them fully up to date. Suggestions as to modi- 
fications or additions are solicited and should be sent 
to the Secretary, and to 

GEORGE W. TILLSON 

Boro Hall, Brooklyn, N. Y. 
Chairman of General Committee on Standard Specifications 



COPYRIGHTED, 1915 

(Any municipality will be given free permission to use these specifications or any part 

of them upon application to the Secretary.) 



PUBLISHED BY THE SOCIETY 
CHARLES CARROL BROWN, Secretary 

702 WULSIN BUILDING 
INDIANAPOLIS, INDIANA 






o 



15- /^^7 



©CI.A411070 
AUG 16 1915 



r 



SPECIFICATIONS FOR SHEET ASPHALT PAVING. 

[Note — Italics denote new matter, changes from the former specifi- 
cations. All of the matter on testing and sampling, sections 20 to 32, is 
also new.] 

General Description. 

1. Upon the foundation prepared and laid as elsewhere 
herein specified, shall be laid the pavement proper. This shall 
consist of: 

1. A binder course . . . inches in thickness when com- 
pressed. 

2. An asphalt wearing surface . . . inches in thickness 
when compressed. 

Materials. 

2. The materials used must comply with the requirements 
of these specifications and be suitable for use upon the street 
or streets to be paved. They shall be mixed in definite propor- 
tions by weight, depending upon their character, and the traffic 
upon the street, and such materials and proportions must be 
satisfactory to the Engineer. 

3. Methods of Testing— AW. tests herein specified must be 
conducted according to official methods on file in the office of 
the Engineer. All penetrations at 77 degrees Fahrenheit are 
expressed in hundredths of a centimeter and are to be taken 
(except where otherwise specified) with a number two needle 
acting for five (5) seconds without appreciable friction under a 
total weight of one hundred (100) grams. 

4. Refined Asphalts- — The refined asphalts admitted under 
these specifications shall be prepared from a natural mineral 
bitumen, either solid or liquid, or from combinations thereof, 
by such methods of refining as will produce a product complying 
with the requirements hereinafter given. 

The preparation and refining of all asphalts admitted un- 
der these specifications shall be subject to such inspection at 
e -3 



the paving plants and refineries as the Engineer may direct. 
Every refined asphalt admitted under these specifications, if 
required hy the Engineer, shall be equal in quality to the recog- 
nized standard for its particular kind or type of asphalt. If 
desired, the Contractor may use an asphalt cement prepared 
at the refinery. To be acceptable this asphalt cement must 
comply with the foregoing general requirements for refined 
asphalt, as well as requirements a, b, c, d, and e for asphalt 
cement. 

Asphalt obtained by the refining of natural liquid bitumens 
shall not be reduced in the refining process to a penetration at 
77 degrees F. of less thorn, SO. 

All refined asphalts admitted under these specifications 
must comply with the following requirements : 

a. All shipments of refined asphalt of any one kind shall 
have the batch number plainly marTced on each paclcage or con- 
tainer and shall be uniform in consistency and composition and 
shall not vary from maximum to minimum more than j&fteen 
^15) points in penetration at 77 degrees F. 

b. Ninety-eight and one-half (98%) per cent, of the total 
oitumen of all refined asphalts shall be soluble in carbon tetra- 
chloride. 

c. When made into an asphalt cement by the use of such 
materials and methods as are described in these specifications, 
they must produce an asphalt cement complying with all the 
requirements elsewhere set forth herein for asphalt cements. 

5. Fluxes — These shall be the residues obtained by the 
distillation of paraffine, asphaltic or semi-asphaltic petroleums. 
They shall be of such character that they will combine with 
the asphalt to be used to form an acceptable and approved 
asphalt cement complying with the requirements of these speci- 
fications. All residuums must pass the following general tests : 

a. They must have a penetration greater than three hun- 
dred and fifty (35O0 with a No. 2 needle at 77 degrees P. un- 
der fifty (50) grams weight for 07ie second. 

4 



b. They shall have a specific gravity at 77 degrees F. be- 
tween 0.92 and 1.02. 

e. When twenty [20) grams of the flux are heated for five 
(5) hours at 325 degrees F. in a tin box two and one-quarter 
(214) inches in diameter and three-quarters (%) of an inch 
deep after the manner officially prescribed, tlie loss shall not 
exceed five (5) per cent, by weight and the residue left after 
such heating shall flow at 77 degrees F. 

d. They shall not flash below 350 degrees F. when tested 
in a closed oil tester. 

e. They shall be soluble in carbon tetra-chloride to the ex- 
tent of not less than ninety-nine {99) per cent. 

6. Binder Stone — This shall be clean, hard, hrolcen, stone, 
free from any particles that have been weathered, or are soft. 
If the stone does not contain the proper amount of material 
passing the one-half (I/2) inch screen, the deficiency may be 
made up by. the addition of gravel or sand. Ninety-five {95) 
per cent, of the hinder aggregate shall pass a screen having cir- 
cular openings whose diameter shall he three-quarters (%) the 
thickness of the hinder course to he laid. The remaining five (5) 
per cent, shall not exceed in their smallest dimension the thickness^ 
of the hinder course to he laid. The hinder aggregate shall be so 
graded from coarse to fine as to have the following mesh com- 
position (sieves to be used in the order named) : 

Passing : 

10 .-"fh-.---- ; ,•■■■■.••■, 15 t° 35% I Total passing 

5^-inch circular opening and retained r -,/„ ^r tr, 9^0/ 

on 10 mesh 20 to 50%) ^^ ^^ ^"^ ^^^° 

The above limits as to mesh composition are intended to 
provide for such permissible variations as may be rendered 
necessary by the available sources of supply and the character 
of the work to be done. The mesh composition and character 
of the stone may be varied, within the limits above specified, 
at the discretion of the Engineer, depending upon the kind of 
asphalt used and the traffic conditions upon the street or 
streets to be paved. 

5 



7. Sand — The sand shall be hard, clean grained and mod- 
erately sharp. On sifting it shall have the following mesh 
composition, (sieves to be nsed in the order named) : 

Passing: 

200 mesh to 5% (Total passing 

100 mesh and retained on 200 mesh 10 to 25% f J 80 mesh and 

80 mesh and retained on 100 mesh 6 to 20% S | retained on 

50 mesh and retained on 80 mesh 5 to 40% ' 200 mesh. . .20 to 40% 

40 mesh and retained on 50 mesh 5 to 30% 

30 mesh and retained on 40 mesh 5 to 25% ) r Total passing 

20 mesh and retained on 30 mesh 5 to 15% > \ 10 mesh and 

10 m.esh and retained on 20 mesh 2 to 10% ) ^ retained on 

8 mesh and retained on 10 mesh to 5% ( 40 mesh 12 to 45% 

On very light traffic streets a coarser sand may be used 
with the approval of the Engineer, but in no case shall a 
sand be employed that contains less than a total of fifteen 
(15) per cent, passing an 80 mesh sieve, such total to contain 
not more than five (5) per cent, (calculated on the original 
sand) passing a 200 mesh sieve, or a mixture of seventy-five 
(75) per cent, of sand of the character above specified and 
twenty-five (25) per cent, of stone screenings passing a one- 
quarter (14.) i^ich screen and retained on a 10 mesh screen, 
may be employed. 

The above limits as to mesh composition are intended to 
provide for such permissible variations as may be rendered 
necessary by the available sources of supply and the character 
of the work to be done. The mesh composition and character 
of the sand may be varied, within the limits above specified, 
at the discretion of the Engineer, depending upon the kind of 
asphalt used and the traffic conditions upon the street or 
streets to be paved. 

Filler— Thi^ shall be thoroughly dry limestone dust or dust 
from other equally satisfactory stone or Portland cement, the 
whole of which shall pass a 30-mesh-per-linear-inch screen and 
at least 66 per cent, of which shall pass a 200-mesh-per-linear- 
inch screen. The surface mixture shall contain from 6 to 20 
per cent, of this filler, depending upon the kind of sand and 
asphalt used and the traffic conditions upon the street or 
streets to be paved. 

6 



8. Samples — One (1) pound samples of the refined asphalt, 
petroleum flux and asphalt cement that the Contractor pro- 
poses to use in his work, tog'ether with a statement as to the 
source, character and proportions of the materials composing 
them, must be handed in with his bid and no contract shall 
be awarded to any bidder whose samples do not comply in 
ever}^ respect mth these specifications. No asphalt other than 
that specified in his bid shall be used by any Contractor ex- 
cept with the written consent of the Engineer and provided 
that it complies in all respects ivith the requirements of these speci- 
fications. 

In addition to the samples submitted with the bid, other 
samples taken from and actually representative of the refined 
asphalt, petroleum flux, sand, filler and binder stone to be 
used upon the street shall be submitted to the Engineer be- 
fore the use of such materials in the work is permitted. Ex- 
cept at his option, no work on binder or surface shall be com- 
menced within three weeks from the date when such samples 
were submitted and in no case shall they be used until they 
have been examined and approved by him. Whenever, during 
the course of the work, new deliveries of paving materials 
are received by the Contractor samples of these shall at once 
be submitted to the Engineer and their use in the work will 
not be permitted until they have been examined and approved 
by him, 

AsPTiALT Cement. 

9. Preparation — The asphalt cement shall be composed of 
refined asphalt, or asphalts and flux, where flux is required, 
of the character elsewhere herein specified and must be of a 
suitable degree of penetration. 

The proper proportions of the refined asphalt, or asphalts, 
and flux, shall be melted together at a temperature between 275 
and JfOO degrees F. and thoroughly agitated by suitable ap- 
pliances until they are completely blended into a homogeneous 
asphalt cement. Thereafter, the asphalt cement must not be 
heated to a temperature exceeding 350 degrees F. If the 

7 e 



asphalt cement contains material that will separate by sub- 
sidence while it is in a molten condition, it must be thoroughly 
agitated before drawing from storage and while in use in the 
supply kettles. Excessive agitation loith stearin or air which 
will injure the cement must not be used. 

The refined asphalt or asphalts and flux comprising the 
asphalt cement shall, when required, be weighed separately 
in the presence of the authorized inspectors or agents of the 
Engineer. 

10. Requirements — The asphalt cement shall comply with 
the following requirements : 

a. It shall be thoroughly homogenous. 

b. It shall have a penetration at 77 degrees F. of from 
SO to 55 for heavy traffic streets and 55 to 85 for light traffic 
streets depending upon the sand and asphalt used and the 
Jocal climatic conditions. 

c. It shall not flash below S50 degrees F. when tested in 
a closed oil tester. 

d. When twenty (20) grams of the asphalt cement are heated 
for five (5) hours at S25 degrees F. in a tin box two and one- 
quarter (2y_^) inches in diameter and three-quarters (%^) of an 
inch deep, after the manner officially prescribed, the loss shall not 
exceed five (5) per cent, hy iveight and the penetration at 77 
degrees F. of the residue left after such heating must not be 
less than one-half the penetration at 77 degrees F. of the 
original sample before heating. 

e. Either the asphalt cement or its pure bitumen when 
made into a briquette (Dow mold) shall, at 50 penetration (11 
degrees E.) , have a ductility of not less than SO centimeters 
at 77 degrees F. ; the two ends of the briquette to be pulled 
apart at the uniform rate of 5 centimeters per minute. 

When the asphalt cement as used has a penetration other 
than 50 at 77 degrees F., an increased ductility of 2 centi- 
meters will be required for every five points in penetration 
above 50 penetration and a corresponding allowance will be 
made below 50 penetration. 



BiNDEE. 

11. Preparation. — The binder shall be composed of stone, 
or stone and sand, and asphalt cement of the character else- 
where herein specified and mixed in proper proportions. The 
stone, or stone and sand, and the asphalt cement shall be heated 
separately to such a temperature as Avill give, after mixing, 
a binder mixture of the proper temperature for the materials 
employed. The stone when used must be at a temperature 
between 225 and 350 degrees F. The asphalt cement and 
stone shall be thoroughly mixed by machinery until a hom- 
ogeneous mixture is produced in which all the particles are 
thoroughly coated with asphalt cement. 

12. Laying — The binder mixture prepared in the manner 
above described shall be brought to the ivorh in wagons cov- 
ered ivitli canvas or oilier suitahle material and upon reaching 
the street shall have a temperature between 200 degrees F. and 
o25 degrees F. The temperature of the binder mixture within 
these limits shall be regulated according to the temperature 
of the atmosphere and the working of the binder. On reach- 
ing the street it shall at once be dumped on the concrete 
and then be deposited roughly in place by means of hot 
shovels, after which it shall be uniformly spread by means 
of hot iron rakes and then at once be thoroughly compacted 
by tamping or rolling. The thicJcness of the finished binder 
shall average . . . inches and not more than a forty {J^O) per 
cent, variation from the avero^ge thichness specified will he permit- 
ted at any one spot. The upper surface of the fin-ished hinder 
shall be parallel to the estahlished grade for the finished pave- 
ment. The surface after compression shall show at no place 
an excess of asphalt cement and any spot showing such excess 
shall be cut out and replaced with other material. All binder 
that shows lack of bond or that is in any way defective or 
which may become broken up before it is covered with wear- 
ing surface must be taken up and removed from the street 
and replaced by good material properly made and laid in ac- 
cordance with these specifications, at the expense of the Con- 

9 



tractor. No more binder shall be laid at any one time than 
can be covered by one day's run of the paving plant on sur- 
face mixture. ' Binder when laid shall be followed and cov- 
ered with wearing surface as soon as is practicable in order 
to effect the most thorough bond between the binder and the 
wearing course. The binder course shall be kept as clean 
and as free from traffic as is possible under working condi- 
tions. If necessary, it must be swept off immediately before 
laying the wearing surface on it. 

No binder shall be laid when in the opinion of the Engineer 
the weather conditions are unsuitable or unless the concrete 
on which it is to be laid is free from pools of ivater and has 
set a sufficient length of time. 

13. Requirements — The finished binder must contain four 
(4) to seven (7) per cent, of bitumen soluble in cold carbon 
disulphide, from fifteen (15) to thirty (30) per cent, of material 
passing a 10 mesh screen, and from tiuenty (20) to fifty (50) 
per cent, of material passing a one-half {1-2) inch screen, the per- 
centage of bitumen to be regulated in accordance with the 
mesh composition and character of the mineral aggregate of 
the binder and the percentage of material passing a 10 mesh 
screen to be regulated in accordance with the traffic condi- 
tions upon the street or streets to be paved. 

Wearing Surface. 

14. Preparation — The wearing surface shall be composed 
of sand, filler and asphalt cement of the character elsewhere 
herein specified and mixed in proper and definite proportions 
hy weight. The sand and the asphalt cement shall be heated 
separately to such a temperature as will give, after mixing, 
a surface mixture of the proper temperature for the materials 
employed. The "sand when used must be at a temperature 
between 275 and 375 degrees F. The asphalt cement when 
used must be at a temperature between 250 degrees F. and 
350 degrees F. The various ingredients shall he brought to- 
gether and mixed for at least one minute in a suitable appara- 
tus until a homogeneous mixture is produced in which all 

10 



the particles are thoroughly coated with asphalt cement. The 
weights of all materials entering into the composition of the 
wearing surface shall be verified in the presence of inspectors 
as often as may be required and the Engineer or his repre- 
sentatives shall have access to all parts of the plant at any 
time. 

15. Laying — The surface mixture prepared in the man- 
ner above described shall be brought to the worl^ in wagons 
covered tuith canvas or other suitable material and upon reaching 
the street shall have a temperature between 230 degrees F. and 
350 degrees F. The temperature of the surface mixture within 
these limits shall be regulated according to the temperature 
of the atmosphere and the working of the mixture and the 
character of the materials employed. On reaching the street, 
it shall at once be dumped on a spot outside of the space on 
which it is to be spread. It shall then be deposited roughly 
in place by means of hot shovels, after which it shall be uni- 
formly spread by means of hot iron rakes in such a manner 
that after having received its final compression by rolling, the 
finished pavement shall conform to the established grade. The 
thickness of the finished surface mixture shall average . . . inches. 
Not more than a ten (10) per cent, variation from the average 
thickness specified luill he permitted in any one spot. Before the 
surface mixture is placed, all contact surfaces of curbs, man- 
holes, etc., must be well painted with hot asphalt cement. 
After raking, the surface mixture shall at once be compressed 
by rolling or tamping, after which a small amount of cement 
shall be swept over it and it shall then be thoroughly com- 
pressed by a steam roller weighing not less than two hundred 
(200) pounds to the inch width of tread, the rolling being 
carried on continuously at the rate of not more than two hundred 
(200) square yards per hour per roller, until a compression is 
obtained which is satisfactory to the Engineer. Such portions 
of the completed pavement as are defective in finish, compres- 
sion or composition, or that do not comply in all respects 
vvith the requirements of these specifications, shall be taken 
up, removed and replaced with suitable material, properly 

11 



made and laid in accordance with these specifications at the 
expense of the Contractor. Whenever so ordered by the En- 
gineer, a space of twelve (12) inches next to the curb shall 
oe coated with hot asphalt cement, which shall be ironed into 
the pavement with hot smoothing irons. 

No wearing surface shall be laid when in the opinion of 
the Engineer the weather conditions are unsuitable or unless 
the binder on which it is to be placed is dry. Excessive itse 
of ivater on the steam roller when compressing the pavement will 
not he permitted. The finished pavement must be well pro- 
tected from all traffic by suitable barricades until it is in 
proper condition for use. 

16. Requirements — The finished pavement shall show upon 
analysis a mesh composition and bitumen contents within the fol- 
lowing limits (sieves to he used in the order named) : 

Bitumen 9.5 to 13.5% (Total passing 200, 

Passing 200 mesh... Not less than 10% j. •] 100 and 80 mesh. 

Passing 80 mesh 10 to 35%) i Not less than.... 25% 

Passing 50 mesh 4 to 35% \ i Total passing 

Passing 40 mesh 4 to <?3% ( \ 50 and 40 

Passing 30 mesh 4 to 20% ) ( mesh 13 to 50% 

Passing 20 mesh 4 to 12% y ( Total passing 

Passing 10 m,esh 2 to 8%) ■< 30, 20 and 

Passing 8 mesh o to 5% ( 10 mesh 10 to 35% 

The minimum amount of bitumen shall be used only in 
mixtures containing the minimum total passing the 80 mesh. 
The percentage of bitumen must be increased above the min- 
imum as the total passing the 80 mesh increases. On streets 
of very light traffic, when the Engineer has approved the use 
of a coarser sand or mixture than that specified for general 
use, the surface mixture must contain not less than six (6) 
per cent, of mineral matter passing a 200 mesh sieve and not 
less than a combined total of eighteen (18) per cent, passing 
the 200, 100 and 80' mesh sieves. The maximum amount of 
200, 100 and 80 mesh material will be regulated according to 
the kind of sand and asphalt used and the traffic upon the 
street on which the pavement is to be laid, subject to the 
maximum requirements elsewhere herein specified under sand 
and filler. 

12 



The above limits as to mesh composition and per cent, of 
bitumen are intended to provide for such permissible varia- 
tions as may be rendered necessary by the raAV materials 
used and b}^ the character of the work to be done. The com- 
position of the wearing surface may be varied within the 
limits above specified at the discretion of the Engineer, de- 
pending upon the kind of sand, filler and asphalt used and 
the traffic conditions upon the street or streets to be paved. 

CoNDiTiox AT Expiration of Guaeantee. 

17. In addition to the proper maintenance of the pave- 
ment during the period of guarantee, the Contractor shall, at 
his own expense, just before the expiration of the guarantee 
period, make such repairs as may be necessary to produce a 
pavement which shall : 

a. Have a contour substantially conforming to that of the 
pavement as first laid and free from depressions of any kind 
exceeding three-eighths (%) of an inch in depth as measured 
between any twa points four (4) feet apart on a line con- 
forming substantially to the original contour of the street. 

b. Be free from cracks or depressions showing disintegra- 
tion of the surface mixture. 

c. Contain no disintegrated surface mixture. 

d. Not have been reduced in thickness more than three- 
eighths of an inch in any part. 

e. Have a foundation free from such cracks or defects 
as will cause disintegration or settling of the pavement or 
impair its usefulness as a roadway. 

Repairing. 

18. Repairs, except as provided for below, shall in all 
cases be made by cutting out the defective binder and wearing 
surface dow^n to the concrete and replacing them by new and 
freshly prepared binder and wearing surface made and laid 
in strict accordance with these "specifications. 

Whenever any defects are caused by the failure of the 
foundation, the pavement, including such foundation, shall 

13 



be taken up and relaid with freshly prepared material made 
and laid in strict accordance with these specifications. 

In all cases the surface of the finished repair shall be at 
the grade of the adjoining pavement and in accordance with 
the contour of the street. 

The surface heater method of repairing may be used only 
in those cases where the repairs are not rendered necessary 
by: 

a. Failure of concrete. 

b. Failure of the binder. 

c- Failure caused by the disintegration of the lower por- 
tion of the wearing surface. 

Whenever the surface heater method is employed, all de- 
fective surface shall be removed before replacing it with new 
material. In all cases the old surface shall be removed to 
a depth of not less than one-quarter inch and the new surface 
must, when compressed, be not less than one-half inch in 
thickness. The heat shall be applied in such a manner as not 
to injure the remaining pavement. All burnt and loose ma- 
terial shall at once be completely removed and, while the re- 
maining portion of the old pavement is still warm, shall be 
replaced by new and freshly prepared wearing surface made 
and laid in strict accordance with these specifications. 

19. Note to Engineers — Filler — As Portland cement is more expen- 
sive than lime dust, the specification should distinctly state which kind of 
filler is desired. 

Binder — The following clause has been suggested as being descriptive 
of the practice in some cities. The committee, hoivever, does not feel like 
recommending it in a general specification. If this clause is incorporated 
in the speci-fications it should be clearly stated whether or not the practice 
described therein will be permitted by the City Engineer. 

With the permission of the City Engineer not to exceed twenty 
(20) per cent, of crushed old asphalt surface mixture of suitable 
character may he used in combination ivith the binder stone, pro- 
vided that such mixture produces a binder complying in all respects 
with the requirements of these specifications. 

14 



METHODS FOR TESTING AND SAMPLING. 

The following methods are recommended as being suf- 
ficiently accurate for general use. In cases of dispute the 
standard methods adopted by the American Society for Testing 
Materials must be employed. 

Penetration Test. 

20. Penetrations shall be taken by means of a penetrome- 
ter, which shall be so constructed as to correctly register in 
one-hundredths of a centimeter the depth to which a Rob- 
ert's Sharps No. 2 needle will penetrate the sample under 
examination under a given load without appreciable retarding 
friction for a given time period. 

For penetrations at 77 degrees F. the time period shall 
be five (5) seconds and the total weight operating on the 
needle shall be one hundred (100) grams except in the case 
of flux where the time period is one (1) second and the total 
weight fifty (50) grams. 

The samples to be tested should preferably be in circular 
tin boxes about two and one-quarter (21/4) inches in diameter 
and about three-quarters (%) of an inch deep (2 ounce Gill 
style can, obtainable from the American Can Company). 
Where very soft materials are to be tested or penetrations 
are to be taken at 100 degrees F. or 115 degrees F., a tin 
not less than two (2) inches deep and having the same diame- 
ter specified above should be used to prevent the needle from 
striking the bottom of the tin before it has penetrated the 
sample to the full depth. 

All samples shall be melted at a temperature just high 
enough to render them liquid (250 to 300 degrees F.) and 
should then be thoroughly stirred until homogeneous and free 
from air bubbles. After cooling sufficiently in the air at lab- 
oratory temperature they must be immersed for at least thirty 

15 



(30) minutes in water maintained at the temperature at which 
the test is to be made (77 degrees ¥.). During testing the 
sample shall be accurately maintained at the temperature 
specified. 

The average of from three (3) to five (5) tests which must 
not differ more than five (5) points (five-hundredths (0.06) of 
a centimeter) between maximum and minimum shall be taken 
as the penetration of the sample, the needle being wiped off 
with a dry cloth after every determination. 

RemarJcs — This test measures the consistency of the ma- 
terial under examination. The limits of accuracy of this test 
may be considered as being within five (5) per cent, of the 
reading obtained (above or below). 

Ductility Test. 

21. This test is usually first made on the asphalt cement 
itself. If this fails to show the required ductility, the pure 
bitumen must be extracted and tested. The proper methods 
for obtaining the pure bitumen vary with the asphalt being 
examined and are too lengthy for description here. (See pro- 
ceedings of American Society for Testing Materials, Vol. 9, 
pages 594-9.) 

Preparation of Briquette — The molding of the briquette may 
be done as follows : 

The mold should be placed upon a brass plate. To pre- 
vent the asphalt from adhering to the plate and the inner 
side of the two removable pieces of the mold, they should be 
well amalgamated. The different pieces of the mold should 
t)e held together in a clamp or by means of an India rubber 
band. The material to be tested is poured into the mold while 
in a molten state, a slight excess being added to allow for 
shrinkage on cooling. After the briquette is nearly cool, it 
is smoothed off level b}^ means of a heated palette knife. 
When cooled, the clamp is taken off and the two side pieces 
removed, leaving the briquette of asphalt firmly attached to 

16 



the two ends of the mold, which thus serve as clips. The 
briquette should be immersed in water maintained at the re- 
quired temperature for at least thirty (30) minutes or until 
the whole mass of bitumen is at 77 degrees F. It is then 
pulled apart at the required rate of speed in a suitable ma- 
chine, the briquette being entirely immersed in water main- 
tained at 77 degrees F. during the entire operation of pulling. 
Any pieces of dirt, wood, or extraneous matter in the briquette 
may cause the fracture of the fine thread before the true 
maximum ductility of the material under examination has 
been reached. Grreat care should be observed; therefore, to 
avoid the presence of such foreign matter in the bitumen 
when it is poured into the mold. The average of at least two 
tests shall be recorded as the ductility of the sample under 
examination. These tests must not differ more than twenty 
(20) per cent, from their average. 

Remarhs — This test measures approximately the cementing 
value of a bitumen, but is not necessarily a measure of the 
relative cementing value of different bituminous materials 
or the same bituminous material at different penetrations. 
The limits of accuracy of this test may be considered as being 
within twenty (20) per cent, of the reading obtained (above 
or below). 

Detekmination of Total Bitumen In Eefined Asphalts and 

Asphalt Cements. 

22. , One to two grams of the sample shall be weighed into 
a tared 200 c. c. wide-mouth Erlenmeyer flask and covered 
with 100 c. c. of chemically pure carbon disulphide. Agitate 
until all lumps disappear and nothing adheres to the bottom 
of the flask. Cork and allow to stand flfteen (15) minutes. 
Filter off on a Gooch crucible with asbestos felt or a weighed 
filter paper and wash until the washings come through prac- 
tically colorless. Dry the flask and filter at 250 degrees F. 
Evaporate the filtrate containing the bitumen, burn to an ash 
and add to the residue on the filter. 

17 



Remarks — The limits of accuracy of tliis test as applied to 
bitumens containing considerable proportions of non-bitumin- 
ous matter may be considered as being within one-half per 
cent, above or below the result obtained. In practically pure 
bitumens one-quarter (i/4) per cent, above or below is the 
ordinary limit of accuracy. 

Determination of Bitumen Soluble In Carbon Tetra- 
' • Chloride. 

23. One gram of the sample shall be weighed into a tared 200 
c. c. wide mouth Erlenmeyer flask and covered with 100 c. e. 
of chemically pure carbon tetra-chloride. Agitate until all 
lumps disappear and nothing adheres to the bottom of the 
flask, Cork and allow to stand eighteen (18) hours in the 
dark. Filter off on a Gooch crucible with asbestos felt or a 
weighed filter paper and wash until the washings come through 
practically colorless using not less than 100 c. c. of fresh sol- 
vent. Dry the filter at 250 -degrees F. 

Remarks — The amount of bitumen insoluble in carbon tetra- 
chloride is indicative of whether or not decomposition has 
been produced by improper heat treatment. The limits of accu- 
racy of this test may be considered as being within one-half 
{%) P6r cent, above or below the result obtained. 

Volatilization Test. 

24. Twenty (20) grams of the sample shall be placed in 
a weighed tin box two and one-quarter inches in diameter and 
three-quarters of an inch high (two ounce Gill style can, ob- 
tainable from the American Can Company) and heated five 
(5) hours at 325 degrees F. The heating shall be done in a 
ventilated oven which shall have reached the temperature 
specified before the introduction of the samples and which is 
maintained within two (2) degrees of that temperature 
throughout the test. The tin can should be insulated by a 
sheet of asbestos or other material from direct metallic con- 
tact with the sides or walls of the oven. The bulb of the 

18 



thermometer should be immersed in a control bath imme- 
diately alongside of the sample being tested, the container 
and the method of insulation being the same in both cases. 

Remarhs — This test indicates the extent to which bitumens 
in the course of time lose their more volatile hydro-carbon 
constituents and the hardening resulting from volatilization 
and chemical change. It may be considered as an accelerated 
exposure test. The limits of accuracy of this test cannot be 
definitely stated owing to the widely varying results obtained 
by the use of different types of ovens and failure to carefully 
observe all the conditions prescribed. When carefully con- 
ducted according to the above directions a test showing six 
(6) per cent, loss should be considered as passing a specifica- 
tion calling for not over five (5) per cent. loss. 

Flash Test. 

25. Flash test shall be made in a circular tin can about 
cwo and one-quarter (2i/4) inches in diameter and about one 
and three-eighths (1%) inches deep, (3 ounce Gill style, Amer- 
ican Can Company), provided with a suitable transparent 
cover of mica, or glass, etc. This cover shall be provided with 
two apertures for the insertion of the thermometer and test 
flame. The aperture for the thermometer shall be three-eighths 
(%) of aji inch in diameter and shall be centrally located. 
The aperture for the test flame shall be triangular in shape 
measuring one-half (%) i^^ch on the base and three quarters 
of an inch in height. The base shall coincide with the rim 
of the can. A thermometer approximately fifteen (15) inches 
long, graduated in single degrees shall have its bulb com- 
pletely immersed in the material being tested. It shall not 
touch the bottom of the can and shall be. suspended in the 
proper position. The can shall be filled with the material 
to be tested so as to leave a one-half (%) i^ch vapor space 
when melted. The material shall be heated at the rate of 
ten degrees F. a minute and the test flame applied every five 
degrees F. after a temperature of 300 degrees F. has been 

19 



reached. No correction for emergent stem shall be made. 
The test flame shall be one-eighth (%) of an inch long and 
shall be dipped in just below the surface of the cover and 
then immediately withdrawn. 

Remarks — This test indicates the temperature at which in- 
flammable vapors are given off in an enclosed space. It sup- 
plements the volatilization test and guards against the use 
of a material containing too large an amount of volatile hydro- 
carbons. The limit of accuracy of this test may be consid- 
ered as being five (.5) degrees above or below the reading ob- 
tained. 

Specific Gravity Test. 

26,. a. Fluid Materials : 

The specific gravity of fluid materials shall be taken in 
the usual way in a picnometer at 77 degrees F. 

b. Viscous Fluid and Semi-Solid Materials: 

The specific gravity of these materials shall be taken in 
a cylindrical weighing bottle picnometer as given on page 
10, bulletin No. 38 of the Office of Public Eoads. 

c. Hard Solid Materials : 

The specific gravity of hard, solid materials shall be taken 
by the displacement method. 

Determination of Bitltmex Contents and Mesh Composition 

OF Binder. 

27. Weigh out from 350 to 500 grams of the binder and 
extract the bitumen from it in a centrifugal extractor or 
suitable continuous hot extractor using chemically pure car- 
bon disulphide as a solvent for the bitumen. Follow the same 
general method for the drying and sifting of the mineral ag- 
gregate as described in the method for analyzing surface mix- 
tures. The sieves to be used are as follows : 

11/4-inch, 1-inch, %-inch and y^-mch. circular openings, and 
10-mesh. 

Remarl's — The limits of accuracy of this test are as fol- 
lows : 

20 



For bitumen contents, three-tenths (0.3) per cent, above 
or below the result obtained. For mesh composition, ten (10) 
per cent, of the result obtained (above or below). 

Determination^ of Bitumen Contents and Mesh Composition 

OF SuEFACE Mixtures. 

28. The sample of surface mixture should be heated to 
about 300 degrees F. until soft and ten to twenty grams of 
it weighed on to a tared S. & S. filter paper No. 595, 11 cms,, 
in diameter. The filter paper and contents should be placed 
in a funnel and washed with chemically pure carbon disul- 
phide until the washings run through practically colorless. 
Dry the filter paper and residue at 250 degrees F. for one- 
half (I/2) hour. Open the filter paper carefully and remove 
the mineral aggregate. Scrape off the dust adhering to the 
paper as thoroughh^ as possible with a blunt palette knife 
and add it to the mineral aggregate. Evaporate the filtrate 
containing the bitumen, burn the bitumen, add the filter paper 
to it and burn to an ash. Add the ash to the mineral aggre- 
gate previously removed from the filter paper and weigh. 
The difference between the Aveight of surface mixture origin- 
alh^ taken and the combined weight of the ash and residue is 
considered as the weight of bitumen in the sample. The com- 
bined ash and residue is then sifted through the following 
sieves (in the order named) and the percentages of the var- 
ious sized particles calculated: 

200, 100, 80, 50, 40, 30, 20, 10 and 8. 

Sifting shall be continued on each sieve until less than 
one (1) per cent, passes through the sieve during the last 
minute of sifting. 

If desired, the surface mixture may be extracted in a cen- 
trifuge or in any suitable form of extractor with hot chem- 
ically pure carbon disulphide and the combined ash from 
the extracted bitumen and the mineral aggregate sifted as 
above. 

Remarks — The limits of accuracy of this test are as follows : 

21 



For bitumen contents, three-tenths (0.3) per cent, above 
or below the result obtained. For mesh composition, ten (10) 
per cent, of the result obtained (above or below). 

Samples. 

29. Samples should be put m clean, dry containers, pre- 
ferably tin boxes or cans. The following amounts of the 
different materials are required for test : 

Bindr stone 5 pounds 

Filler ;^ pound 

Sand 1 pound 

Refined asphalt 1 pound 

Asphalt cement 1 pound 

Flux 1 pound 

Method of Sampling — Extreme care should be taken in every 
case to obtain a sample which is truly representative of the 
material to be examined. The particular precautions to be 
observed in each case are given below : 

Binder Stone — A sufficient number of five-pound samples 
to be taken from different parts of the pile. These should 
be thoroughly mixed together and reduced by quartering 
to the desired size. 

Filler — A sample should be taken from several bags and 
mixed . 

Sand — Samples should be taken from the interior of the 
pile where the sand is damp. A sufficient number of one 
pound samples to be taken from different parts of the pile. 
These should be thoroughly mixed together and reduced by 
quartering to the desired size. 

REFiiSrED Asphalt and Asphalt Ceme>tt. 

30. In barrels : 

At least one sample should be taken from each batch. It 
should be taken at sufficient depth below the surface to in- 
sure obtaining representative material free from all dirt or 
other extraneous matter. 

22 



In tank cars: 

The contents of the tank should be heated until completely- 
liquid throughout. It should then be agitated and thoroughly 
mixed by means of air or steam, after which the sample may 
be taken in any convenient manner. 

In kettles: 

The contents of the kettles must be completely liquid and 
thoroughly agitated previous to and during sampling. The 
sample may be taken from the pipe through which the material 
is delivered to the mixer or by means of a^ clean dipper. 

31. Flux — The directions given for sampling refined as- 
phalt and asphalt cement apply to this material except that 
under ordinary conditions it is not necessary to agitate the 
contents of the tank car. 

32. Surface and Binder Mixtures — Samples should prefer- 
ably be taken on the street after the mixture has been shoveled 
and raked. Samples taken from the plant shall be obtained 
from the wagons, special care being observed to avoid material 
from the top of the load or which appears to vary from the 
average. Samples should be pressed between a sheet of pa- 
per and trimmed while hot to a convenient size. 



23 



SPECIFICATIONS FOK BRICK PAYING. 



PART L— THE BRICK. 



Character Of Brick. 

1. All brick must be strictly No. 1 pavers of the sizes 
commercially kno^vn as "vitrified block," and "brick," tbe 
widths of which must not vary more than one-eight (Vs) of 
an inch. They must be thoroughly annealed, tough and dur- 
able, regular in size, shape and evenly burned. 

When broken, the brick shall show a dense, stone-like 
body, free from lime, air-pockets, cracks or marked lamina- 
tions. They must not be fire flashed, smoked or treated in any 
manner tending to give artificially a uniform color outside. 
Kiln marks must not exceed three-sixteenths (3-16) of an inch, 
and one edge at least shall show but slight kiln marks. All 
brick so distorted in burning as to lay unevenly in the pave- 
ment shall be rejected. 

The standard size of brick shall be two and one-half (2%) 
inches in width, four (4) inches in depth and eight and one- 
half (8V2) inches in length; and the standard size of block 
three and one-half (3%) inches in width, four (4) inches in 
depth, and eight and one-half (814) inches in length. They 
shall not vary from these dimensions to exceed one-eighth of 
an inch in width and depth, and not more than one-half (%) 
inch in length. If the edges of the brick are rounded, the 
radius shall not exceed three sixteenths (3-16) of an inch. 
Only brick with raised lugs on one side not to exceed one- 
fourth (14) inch in height shall be used. 

INSPECTION. 

2. All brick shall be subject to thorough inspection before 
and after laying and rolling, and all rejected material shall 
be immediately removed from the street. 

3 



Factory inspection of brick including the rattler test shall 
be made if in the judgment of the Engineer it be expedient. 
This test shall, however, in no wise prevent further tests of 
the brick after they have been received upon the improvement, 
if in the judgmeent of the Engineer such is warranted. 

Delivery Of Brick. 

The brick shall be hauled, carefully unloaded by hand, and 
neatly piled on the walks or outside of the curbs before the 
grading is finished, and in laying be carried from there to the 
pavement. 

Rattler Test For Block Size. 

4. The brick shall not lose of their weight more than 22 
per cent, after being submitted to the following tests, pro- 
vided, however, that brick from any one factory and used in 
any one improvement shall not vary more than eight (8) 
points. 

Samples of brick of uniform shape and appearance shall 
be taken from each car tested (estimated at 10,000 brick). 
B;rick having a defect that would cull them shall not be used. 
Three grades of samples shall be tested, one of the softest, 
one of the medium and one of the hardest burned. If all 
of the tests overrun the above percentage of loss, the car shall 
be rejected. If one or two of the tests overrun, another test 
of said grade or grades shall be made. Should only one of 
these tests overrun the specified percentages of loss, the con- 
tractor may cull said grade, provided they do not exceed ten 
(10) per cent, of the amount of brick in the car, and deliver 
the balance on the improvement. Otherwise the whole car 
will be rejected. 

In order to prevent the continued shipments of inferior 
brick, only two cars of two separate shipments of any make 
of brick will be tested. Should they fail to meet the require- 
ments stated above said make of brick will be rejected for this 
improvement. 

4 



Number And Condition Of Brick. 

5. Ten (10) paving brick shall constitute the number to 
be used in a single test. The brick shall be thoroughly dried 
for at least three (3) hours in a temperature of one hundred 
(100) degrees Fahrenheit before testing. 

Tests Before Unloading. 

6. The contractor shall notif}^ the proper city official of 
the location and car number of each carload of brick received, 
so that samples, if deemed necessary, may be taken and tested 
by the city, and no brick shall be delivered on or adjacent to 
any improvement on Avhich brick are to be used until a writ- 
ten statement has been received from the Engineer or his au- 
thorized representative, that they have been superficially in- 
spected or have passed the required tests. Decision relative 
to each carload will be made within twenty-four (24) hours 
of notice. Permission to deliver brick on the line of work 
shall not be considered a final acceptance in any respect. 

Making The Rattler Test. 

7. Tlie Battler. — The machine shall be of good mechanical 
construction, self-contained, and shall conform to the follow- 
ing details of material and dimensions, and shall consist of 
barrel, frame and driving mechanism as herein described. 

The Barrel — The barrel of the machine shall be made up 
of the heads, headliners and staves. 

The heads shall be cast with trunions in one piece. The 
trunion bearings shall not be less than two and one-half (2I/2) 
inches in diameter or less than six (6) inches in length. 

The heads shall not be less than three-fourths (%) inch 
thick nor more than seven-eighths (%) inch. In outline they 
shall be a regular fourteen (14) sided polygon inscribed in 
a circle twenty-eight and three-eighths (28%) inches in di- 
ameter. The heads shall be provided with flanges not less 
than three-fourths (%) inch thick and extending outward two 
and one-half (2V2) inches from the inside face of head to af- 

5 



ford a means of fastening the staves. The flanges shall be 
slotted on the outer edge, so as to provide 'for two (2) three- 
fourths (%) inch bolts at each end of each stave, said slots 
to be thirteen-sixteenths (13-16) inch wide and two and three- 
fourths (2%) inches center to center. Under each section of 
the flanges there shall be a brace three-eighths (%) inch thick 
and extending down the outside of the head not less than two 
(2) inches. Each slot shall be provided with recess for bolt 
head, which shall act to prevent the turning of the same. 
There shall be for each head a cast iron headliner one (1) 
inch in thickness and conforming to the outline of the head, 
but inscribed in a circle twenty-eight and one-eighth (28%) 
inches in diameter. This liner or wear plate shall be fastened 
to the head by seven (7) five-eighths (%) inch cap screws, 
through the head from the outside. These wear plates, when- 
ever they become worn down one-half (V2) inch below their 
initial surface level, at any point of their surface, must be 
replaced with new. The metal of which these wear plates 
are to be composed shall be what is know as hard machinery 
iron and must contain not less than one(l) per cent, of com- 
bined carbon. The faces of the polygon must be smooth and 
give uniform bearing for the staves. To secure the desired 
uniform bearing the faces of the head may be ground or ma- 
chined. 

The Staves — The staves shall be made of six (6) inch me- 
dium steel structural channels twenty-seven and one-fourth 
(27%) inches long and weighing fifteen and five-tenths (15.5) 
pounds per lineal foot. 

The channels shall be drilled with holes thirteen-sixteenths 
(13-16) inch in diameter, two (2) in each end, for bolts to 
fasten same to head, the center line of the holes being one (1) 
inch from either end and one and three-eighths (1%) inches 
either way from the longitudinal center line. 

The spaces between the staves will be determined by the 
accuracy of the heads, but not exceed five-sixteenths (5-16) 
inch. The interior or flat side of each channel must be pro- 



tected by a lining or wear plate three-eighths ('%) inch thick 
by five and one-half (5-/2^ inches wide by nineteen and three- 
fourths (19%) inches long. The wear plate shall consist of 
medium steel plate and shall be riveted to the channel by 
three (3) one-half (i/^) inch rivets, one of which shall be on 
the center line both ways and the other two on the longitud- 
inal center line and spaced seven (7) inches from the center 
each way. The rivet holes shall be counter-sunk on the face 
of the wear plate and the rivets shall be driven hot and 
chipped off flush with the surface of the wear plate. These 
wear plates shall be inspected from time to time and if found 
loose shall be at once re-riveted, but no wear plate shall be re- 
placed by a new one except as the whole set is changed. No 
set of wear plates shall be used for more than one hundred 
and fifty (150) tests under any circumstances. The record 
must show the date when each set of wear plates goes into 
service and the number of tests made upon each set. 

The staves when bolted to the heads shall form a barrel 
twent}^ (20) inches long, inside measurement, between wear 
plates. The wear plates of the staves must be so placed as to 
drop between the wear plates of the heads. These staves shall 
be bolted tightly to the heads by four (4) three-fourths (%) 
inch bolts and each bolt shall be provided with lock nuts and 
shall be inspected at not less frequent intervals than every 
fifth (5th) test and all nuts kept tight. A record shall be 
made after each such inspection, showing in what condition 
the bolts were found. 

The Frame and Driving Mechanism — The barrel shall be 
mounted on a cast-iron frame of sufficient strength and rigid- 
ity to support same without undue vibration. This shall rest 
on a rigid foundation and be fastened to same by bolts at not 
less than four points. 

It shall be driven by gearing whose ratio of driver to driven 
shall not be less than one (1) to four (4). The counter shaft 
upon which the driving pinion is mounted shall not be less 
than one and fifteen-sixteenths (1 15-16) inches in diameter, 

7 



with bearing's not less than six (6) inches in length and belt 
driven and the pulley shall not be less than eighteen (18) 
inches in diameter and six and one-half (6%) inches in face. 
A belt of six (6) inch double-strength leather, properly ad- 
justed so as to avoid unnecessary slipping, shall be used. 

The Abrasive Charge. 

8. The abrasive charge shall consist of two sizes of cast- 
iron spheres. The larger size shall be three and seventy-five 
hundredth (3.75) inches in diameter when new and shall 
weigh when new approximately seven and five-tenths (7.5) 
pounds (3.40 kilos) each. Ten shall be used. 

These shall be weighed separately after each ten tests, and 
if the weight of any large shot falls to seven (7) pounds 
(3.175 kilos) it shall be discarded and a new one substituted; 
provided, however, that all of the large shot shall not be dis- 
carded and substituted by new ones at any single time, and 
that so far as possible the large shots shall compose a grad- 
uated series in various stages of wear. 

The smaller size sphere shall be, when new, one and eight 
hundred seventy-five thousands (1,875) inches in diameter and 
shall weigh not to exceed ninety-five hundredths (0.95) pound 
(0.430 kilo) each. Of these spheres so many shall be used as 
will bring the collective weight of the large and small spheres 
most nearly to three hundred (300) pounds, provided that no 
small sphere shall be retained in use after it has been worn 
down so that it will pass a circular hole one and seventy-five 
hundredths (1.75) inches in diameter, drilled in cast iron plate 
one-fourth (14) inch in thickness, or weigh less than seventy- 
five hundredths (0.75) pound (or 0.34 kilo.) Further the 
small spheres shall be tested after every ten tests, by passing 
them over such an iron plate drilled with such holes, or by 
weighing, and any which pass through or fall below the speci- 
fied weight shall be replaced by new spheres; provided, fur- 
ther, that all of the small spheres shall not be rejected and 
replaced by new ones at any one time, and that so far as 

8 



possible the small spheres shall compose a graduated series 

in various stages of wear. If at any time any sphere is found 

to be broken or defective it shall at once be replaced. 

The iron composing these sphere shall have a chemical 

composition within the following limits: 

Per 
Cent. 

Combined carbon — not less thar. 2.50 

Graphitic carbon— not more than ; 0.10 

Silicon — not more than 1.00 

Manganese — not more than 0.50 

Phosphorous — not more t'^an 0.25 

Sulphur — not more than 0.08 

For each new batch of spheres used the chemical analysis 
must be furnished by the maker, or be obtained by the user, 
before introduction into the charge ; and unless the analysis 
meets the above specifications, the batch of spheres shall be 
rejected. 

The Test. 

9. The rattler shall be rotated at a rate of not less than 
291^ nor more than 30%, revolutions per minute, and 1,800 
revolutions shall constitute the standard test. A counting 
machine shall be attached to the rattler for counting the 
revolutions. 

A margin of not to exceed ten revolutions will be allowed 
for stopping. In case a charge is allowed to run several min- 
utes beyond its proper termination, and the loss incurred is 
still within the prescribed limits, then the test shall not be 
discarded, but the fact shall be entered on the record. 

Stopinng and Starting — Only one start and stop per test is 
regular and acceptable. If from accidental causes a test is 
stopped and started twice extra, and the loss exceeds the max- 
imum permissible, the test shall be disqualified and another 
made. 

The Results. 

10. The loss shall be calculated in percentage of the orig- 
inal weight of the dried brick composing the charge. In 

9 



weighing" the rattled brick, any piece weighing less than one 
(1) pound shall be rejected. 

The Record. 

11. Description — The operator shall keep an official book, 
in which the alternate pages are perforated for removal. The 
record shall be kept in duplicate, by use of a carbon paper be- 
tween the first and second sheets, and when all entries are 
made and calculations are completed, the original record shall 
be removed and the carbon duplicate preserved in the book. 
All calculations must be made in the space left for that pur- 
pose in the record blank, and the actual figures must appear. 
The record must bear its serial number and be filled out com- 
pletely for each test and all data as to dates of inspections, 
weighing of shot, and replacement of worn out parts must 
be carefully entered, so that the records remaining in the 
book constitute a continuous one. In event of further copies 
of a record being needed, they may be furnished on separate 
sheets, but in no case shall the original carbon copy be re- 
moved froom the record book. 

The blank form upon which the record of all official brick 
tests is to be kept and reported is as follows : 

REPORT OF STANDARD RATTLER TEST OF PAVING BRICK. 

Identification Data (Serial No. ) 

Name of firm furnishing sample 

Name of the firm manufacturing sample 

Street or job which sample represents 

Brands or marks on the brick 

Quantity furnished Drying treatment ' 

Date received Date tested 

Length Breadth Thickness 

STANDARDIZATION DATA. 
Number of charges tested since last inspection 



Weight of charge (after standardization) 

lO' 



Condition of locknuts on staves 

Condition of scales 

Ten large spheres 

Small spheres 

Total 

Number of charges tested sinc2 stave linings were renewed 

Repairs (Note any repairs affecting the condition of the barrel) 

RUNNING DATA. 

Revolution Running notes, 
Time readings Counter Stops, etc. 

hour minutes seconds Readings 

Beginning of test 

Final reading 



WEIGHTS AND CALCULATIONS. 

Initial weight of ten bricks 

Final weight of same 

Loss of weight Percentage loss . 

Note: (The calculations must appear.) 



Number of broken bricks and remarks on same 

I certify that the foregoing test was made under the specifications 

of and is a 

true record. 

Signature of Tester 

Date Location of Laboratory 



PART II.— CONSTRUCTION OF THE PAVEMENT. 
Foundation. 

12. The cement used shall conform to the requirements 
specified in Section 21. The fine agg'regate shall consist of 
any^material of siliceous or igneous origin, free from mica in 
excess of five per cent., and other impurities, uniformly graded^ 
the particles ranging in size from 14 inch to that which will 
pass a No. 100 standard sieve. The coarse aggregate shall 
be sound gravel, broken stone or slag, having a specific gravity 

11 



of not less than 2.6. It shall be free from all foreign matter, 
uniformly graded, and shall range in size from ^4: inch up, 
the largest particles not to exceed in any dimension one-half 
the thickness of the concrete in place. 

In preparing the concrete, the cement and aggregate shall 
be measured separately and then mixed in such proportions 
that the resulting concrete shall contain fine aggregate amount- 
ing to one-half of the volume of the coarse aggregate ; and 
that seven cubic feet of concrete in place will contain ninety- 
four pounds of cement. 

The ingredients of the concrete shall be thoroughly mixed, 
sufficient water being added to obtain the desired consistency, 
and the mixing continued until the materials are uniformly 
distributed, and each particle of the fine aggregate is thor- 
oughly coated with cement, and each particle of the coarse 
aggregate is thoroughly coated with mortar. 

When a mechanical concrete mixer is used, the materials 
must be proportioned dry, and then deposited in the mixer 
all at the same time. The mixer must produce a concrete of 
uniform consistency and color, with the stones thoroughly 
mixed with the water, sand and cement. 

The materials shall be mixed wet enough to produce a con- 
crete of a consistency that will flush readily under light tamjj- 
ing, but which can be handled without causing a separation 
of the coarse aggregate from the mortar. 

Re-tempering, that is, remixing with additional water, 
mortar or concrete that has partially hardened, will not be 
permitted. 

The concrete shall be deposited in a layer on the sub-grade 
in siich quantities that, after being thoroughly rammed in 
place, it will be of the required thickness, and the upper sur- 
face shall be true, uniform and parallel with the surface of 
the finished pavement. 

In conveying the concrete from the place of mixing to the 
place of deposit, the operation must be conducted in such a 
manner that no mortar will be lost and the concrete must be 

12 



so handled that the foundation will be of uniform composition 
throughout, showing no excess nor lack of mortar in any place. 

The foundation shall be 6 inches in thickness, with its upper 
surface finished parallel to and 5^/2 inches below the grade 
of the finished pavement. 

When complete, the foundation shall be kept moist for not 
less than 2 days and it shall be protected from traffic until the 
concrete has thoroughly set. 

No concrete shall be mixed while the air temperature is 
below 32° Fahr., and in no case shall any material contain- 
ing frost be used ; and if this temperature is reached at any 
time before the foundation shall have been thoroughly set, it 
shall be immediately provided with such covering as will pro- 
tect it from all damage. 

In no event shall a concrete foundation be laid on a frozen 
sub-grade. 

Sa>n^d Cushioi^. 

13. Over the foundation, which must be thoroughly 
cleaned, shall be spread to a uniform depth of one and one-half 
(1%) inches (after rolling) a cushion of clean, sharp sand, 
free from foreign matter except that it may contain not to 
exceed 10 per cent, of loam. The sand must be fairly well 
graded from one-quarter (i/4) inch to that which will be re- 
tained on No. 50 standard mesh sieve. The w^ord "sand" in- 
cludes broken stone or slag meeting the specified grading. 

The cushion shall be carefully shaped to a true cross-sec- 
tion of the roadway by means of a template having a steel 
faced edge, covering at least one-half (^2) the width of the 
brick work, and so fitted with rollers as to be easily drawn 
on the curb and guide timbers or rail. 

14. Template — The template shall be built in substantial 
accordance with plan accompanying these specifications. 

15. Guide Timbers — Guide timbers shall be one and one- 
half (11/2) inches by four (4) inches by sixteen (16) feet, 
dressed on two sides, laid to a true surface in the center of 

13 



the street, and also next to the curb if the curb cannot be 
used. 

16. Shaping Cushion — Before shaping the cushion a one- 
half (1/2) inch strip shall be laid on the curb, and guide tim- 
bers, or rail, and the template drawn over the same, after 
which the one-half (V2) inch strip shall be removed, the cush- 
ion slightly moistened and rolled over its entire surface with 
a hand roller. The roller shall not be less than thirty-six (36) 
inches in diameter, tAventy-four (24) inches in width, and shall 
weigh not less than ten (10) pounds per inch in width, and 
have a handle twelve (12) feet in length. After rolling, the 
template shall be drawn over the curb and guide timbers or 
rail, to complete the cushion. The cushion shall be prepared 
at least fifty (50) feet in advance of the brick laying. 

Laying The Brick. 

17. The brick shall be laid in straight lines on edge, at 
right angles to the curb. At intersections they shall be laid 
as directed. Brick shall be laid with the lug sides all in the 
same direction. Brick must be placed close together, both 
ends and sides, breaking joints at least three (3) inches,. At 
every fourth course the brick shall be driven together to se- 
cure tight joints and straight courses, and all thick brick 
shall be removed. Brick shall be used with the best edge up. 
Broken, chipped or warped brick, not suitable to lay as a 
whole, may be used for batting. 

When any section shall contain more than ten (10) per 
cent, of culls, the brick shall be taken up and the cushion ad- 
justed. Brick shall be laid from curb to curb, or car track 
to curb. 

No bats or broken brick shall be used except at curbs or 
at street car tracks. Batting for closures shall immediately 
follow the laying. 

Joints shall be cut square with the top and sides of the 
brick. All joints must be kept clean and open to the bottom 
until filled as specified. 

14 



Street Car Tracks. 

18. Along the street car tracks the brick must not be 
laid within one-quarter (14) of an inch of the rail, and when 
rblled shall be one-quarter (14) inch below the top of the 
rail. 

The space between the web of the rail and the brick shall 
be filled with cement mortar, consisting of two (2) parts sand 
and one (1) part Portland cement. The mortar shall be in 
proper condition and the edge constructed to a straight line 
before the brick are laid. 

ExPAXSiox JoiXTS For Cemext Grout Filler. 

19. Expansion joints shall be placed parallel with and at 
each of the curb lines, and shall be one and one-half (IV2) 
inches in width. The joints shall be made by placing together 
on edge, parallel w^ith the crub, two Avedge-shaped strips six 
(6) inches in width, and dressed on two faces. The strip next 
to the curb shall be one (1) inch wide on top, beveled to a 
thickness of one-half (Vv) inch at the bottom, and the strip 
next to the brick shall be of the same dimensions and placed 
in a reverse position. The brick shall be laid lightly against 
said strips. Soon after the pavement has been grouted and 
the cement filler has set, and the pavement is in all other re- 
spects finished, the strips shall be removed, the joints thor- 
oughly cleaned out, and immediately completely filled with 
a bituminous filler composed of a material which, when pen- 
etrated by a No. 2 needle under a weight of 200 grams for 
one (1) minute at a temperature of 32° Fahr., will have a 
penetr'ation of not less than 20, and when penetrated by a 
No. 2 needle under 50 grams for five (5) seconds in a tem- 
perature of 115° Fahr., will not have a penetration of over 
100. 

A premolded expansion strip made of a material unaffected 
by the action of water or street liquids may be used along 
each curb line, if it meets all the requirements for the joint 
filler herein specified. These strips shall not be less than three- 

15 



quarters (%) of an inch in width for a thirty (30) foot street 
or under, increasing proportionately in width to one and one- 
half (1%) inches in width for a fifty (50) foot street or over. 

Rolling. 

20. After the brick in the pavement have been passed for 
rolling and the surface swept clean, the pavement shall be 
rolled with a roller weighing not less than three (3) nor more 
than five (5) tons, in the following manner: The brick next 
the curb shall be tamped with a hard wood tamper, to the 
proper grade. The rolling shall then commence near the curb 
at a very slow pace, and continue back and forth toward the 
center, until the center of the street is reached; then, passing 
to the opposite curb, it shall be repeated in the same manner 
to the center of the street. After this first passing of the 
roller the pace may be quickened and the rolling continued 
until the brick pavement has a smooth surface. The pave- 
ment shall then be rolled transversely at an angle of forty- 
five (45) degrees from curb to curb, repeating the rolling in 
the opposite forty-five (45) degree direction. Before and af- 
ter this transverse rolling has taken place, all broken or in- 
jured brick must be taken up and replaced with perfect ones. 
The substitute brick must be brought to the true surface by 
tamping. 

After final rolling the pavement shall be tested with a 
ten (10) foot straight edge, laid parallel with the curb, and 
any depression exceeding one-quarter (^) of an inch must be 
taken out. If necessary, the pavement shall be again rolled. 

Portland Cement Grout Filler. 

21a. The filler shall be composed of one part each of fine, 
clean, 'sharp sand and Portland cement. 

The cement shall meet the requirements of the standard 
specifications for Portland cement of the American Society 
for Testing Materials, adopted August 16, 1909, with subse- 
quent amendments. 

16 



The sand shall be clean and sharp, fairly well graded from 
that passing a 20 standard sieve to that retained on a 100 
standard sieve. Sand shall be measured in a box having the 
same cubical contents as one sack of cement. 

Before any grouting is done, a sufficient amount of cement 
and an equal amount of sand to complete the work prepared 
for grouting at that time, but not to exceed one-half (%) day's 
run shall be thoroughly mixed dry until the mass assumes a 
uniform color. From this mixture an amount not exceeding 
two (2) cubic feet shall be taken and placed in the grouting 
box and enough clean water added to obtain a grout that will 
penetrate to the bottom of the brick. From the time the 
water is applied until all is removed and floated into the joints 
of the pavement, the mixture must be kept in constant motion. 
A mechanical mixer approved by the Engineer that will meet 
these requirements may be used after the dry mixture of sand 
and cement has been made. Before the grout is applied the 
brick shall be thoroughly wet by being gently sprayed. 

The water shall be added to this dry mixture in a box 
preferably about four (4) feet, eight (8) inches long, thirty 
(30) inches wide, and fourteen (14) inches deep, resting on 
legs of different lengths, so that the mixture will rapidly flow 
to the lower corner of the box, the bottom of which shall be 
about three (3) inches above the pavement. One box shall 
be used for each fourteen (14) feet in width of roadway, and 
at least two (2) boxes must be used in all cases. 

The grout shall be removed from the box with scoop shov- 
els and applied to the brick in front of the sweepers, who shall 
rapidly sweep it lengthwise of the brick into the unfilled joints, 
until the joints are filled to within not more than one-half 
(%) inch of the top of the brick. After the grout has had a 
chance to settle into the joint and before the initial set devel- 
ops, the balance of every joint shall be filled with a thicker 
grout, and, if necessary, refilled, until the joints remain full 
to the top. 

After this application has had time to settle and before 
the initial set takes place, the pavement shall be finished to a 

17 



smooth surface with a squeegee or wooden scraper having a 
rubber edge, which shall be worked over the brick at an an- 
gle with the brick. 

When completed and the cement has received its initial 
set, the pavement shall be covered with a one-half (%) inch 
layer of sand, which shall be frequently sprinkled in warm 
weather. No travel shall be permitted on the pavement for 
a period of at least seven (7) days after grouting, or longer, 
as the Engineer maj^ require on account of weather condi- 
tions. 

Ample barricades and watchmen shall be provided by the 
contractor for the proper protection to the grouting. 

Coal Tar Paving Pitch Filler. 

21b. The joints or spaces between the bricks, and those 
between the bricks and the curb, railroad tracks, around man- 
holes, etc., shall be filled with coal tar paving pitch, which 
shall comply with the following requirements : 

Physical Properties — When in place in the pavement, it shall 
be of such character that it will adhere firmly to the paving 
brick and to the curb, and shall be sufficiently plastic to allow 
for the contraction and expansion in the pavement vrithout 
developing cracks in the joints. The filler shall be such that 
it retain its consistency under extreme temperature. It shall 
be proof against action by water and all acids and alkalis to 
which the pavement may be exposed. 

The free carbon shall not be less than 25 per cent, nor 
more than 40 per cent. The specific gravity shall not be less 
than 1.23 nor more than 1.30 at 60° Fahr. 

Melting Point — It shall have a melting point varying not 
more than 5 degi-ees from 135° Fahr., determined by the cube 
method (hereinafter described). 

Methods of Use — The filler shall be heated and poured into 
the joints to the full depth thereof, at a temperature of not 
less than 300° Fahr., nor greater than 350° Fahr. All joints 
shall be completely filled at the top. The top dressing of sand 

18 



shall be spread over the pavement immediately after the filler 
is applied and while it is still soft. In cold weather the sand 
shall be heated so as to readily bond with the pitch. Extra 
care shall be used at the gutters and around catch basins, etc., 
to effectually prevent the leakage of water into the sub-road- 
way. 

Test For Melting Point of Pitch Filler — A clean shaped one- 
half inch cube of the pitch is to be formed in the mold and 
suspended in the beaker- so that the bottom of the pitch to 
be tested is one (1) inch above the bottom of the beaker. 
The pitch is to remain for five (5) minutes in water of a tem- 
perature of 60° Fahr. before heat is applied. Heat is to be 
applied in such a manner that the temperature of the water 
is raised 9° Fahr. each minute. The temperature recorded by 
the thermometer at the instant the pitch touches the bottom 
of the beaker to be considered the melting point. 

Asphalt Filler. 

21c. The interstices of the brick shall be completely filled 
with an asphalt filler heated to a temperature of not less than 
350° Fahr. nor more than 450° Fahr. This asphalt filler shall 
not contain pitch nor any part of coal tar. It shall contain 
at least ninety-eight (98) per cent, of bitumen soluble in car- 
bon bisulphide. It shall remain pliable at all temperatures 
to which it may be subjected as a street paving filler; it shall 
be absolutely proof against water and street liquids ; it shall 
firmly adhere to the brick and be pliable rather than rigid. 
Care shall be exercised to completely fill all openings around 
street structures and the street shall not be used for traffic 
until the filler is completely set. A top dressing of sand shall 
be spread immediately after the filler is applied and while 
it is still soft. 

The penetration shall conform to the following: 

No. 2 needle, o sec., 100 grams at 77^ F., 25 to 60. 
No. 2 needle, 1 min., 200 grams at 32° F., not below 25. 
No. 2 needle, 5 sec., 20 grams at 115° F.. not above 110. 

19 



]\Iaintenance. 

22. The period of guaranty shall be five (5) years. Dur- 
ing the period of guaranty, whenever the surface of a vitri- 
fied brick pavement becomes uneven, holding water one-fourth 
(1/4) of an inch or more in depth in a distance of four feet 
or less, or when the pavement has settled over trenches ex- 
isting previous to the completion of the pavement, then the 
brick shall be taken up and relaid to proper crown and grade. 

Any brick which may be found soft, unsound, broken or 
disintegrated; and all portions of the pavement which may 
have become rough by reason of the chipping or breaking of 
the edges of the brick, so as to produce joints exceeding one- 
half (I/2) inch at a point one-quarter (14) iiich below the sur- 
face of the brick, shall be removed, and properly replaced 
with sound material. 

Note — All castings for manholes, catchbasins, etc., shall not be im- 
bedded in the concrete foundation. They shall be made to rest on top 
of the foundation to allow the pavement to expand uniformly, thereby 
avoiding the cracking and crushing of the brick. 

Note to Engineer — Section 1. Whenever the word "brick" is used 
in the specification it is intended to refer to either brick or block, which- 
ever may be used, except in Section 4. 

Section 4. Where medium or light traffic or other conditions exist 
which, in the opinion of the Engineer, do not require a brick capable of 
giving an abrasive loss of only 22 per cent., brick of a quality which will 
give a loss of 25 per cent, or even 28 per cent, may be used. 

Inasmuch as the committee has not made any tests of the brick 
size, it is not prepared to recommend specific abrasion loss for that size. 

Section 21. While the committee is in favor of a cement grout filler, 
it believes that where conditions do not favor the use of the same, a 
bituminous filler may be used, for which it recommends Section 21b or 
21c in place of 21a. 



20 



SPECIFICATIONS FOR CONCRETE SIDEWALKS, CTJRB 
AND GUTTER, AND ROADWAY PAYING. 



GENERAL REQUIREMENTS. 
Concrete. 

1. The concrete to be used shall consist of Portland ce- 
ment, fine aggregate or sand, coarse aggregate and water, 
mixed in the required proportions. 

Cemext. 

2. Portland cement shall meet the requirements of the 
standard specifications for Portland cement, adopted by the 
American Society for Testing Materials, August 16, 1909, with 
subsequent amendments. 

All tests to be made in accordance with methods contained 
in report of Committee on Uniform Tests of Cement of the 
American Society of Civil Engineers, presented at the Annual 
Meeting, January 18, 1911, with subsequent amendments. (See 
Fourth Annual Report, A. S. P. S., 1913, Pittsburg meeting.) 

Pine Aggregate. 

3. The fine aggregate shall consist of any material of sili- 
ceous granitic or igneous origin, free from mica in excess of 
five per cent, and shall not contain in any one (1) cubic inch 
taken from the pile, more than seven (7) per cent, of clay, silt, 
vegetable or other harmful impurities. 

Coarse Aggregate. 

4. Coarse aggregate shall be clean sound gravel — washed 
if need be, to remove film or coating of clay or dirt — or 
broken stone or crushed slag, having a specific gravity of 
not less than 2.6. It shall be free from all dirt, vegetable mat- 
c 3 



ter and other foreign substances, graded in sizes, the largest 
size being not greater than^will pass a two and one-half (2I/2) 
inch screen and ranging down to that which will be retained 
on a one-quarter (14) inch screen. 

Water. 

5. The water in mixing concrete shall be clean, free from 
acidj alkalies and other injurious matter. 

Mixing. 

6. The dry ingredients (cement and other aggregate) of 
the concrete shall be thoroughly mixed, then sufficient water 
shall be added to obtain the desired consistency, and the mix- 
ing continued until all the ingredients are uniformly distrib- 
uted in the mass. 

If a mechanical mixer is used, the dry materials shall be 
proportioned and then, all at the same time, deposited in the 
mixer, the water shall then be added and the mixing continued 
as above. 

Co:N'Siste]stoy. 

7. The resulting concrete shall be of such consistency that 
the water will flush to the surface under heavy tamping. 

Re-Tempering. 

8. Re-tempering — that is re-mixing with additional water 
after the mortar or concrete has partially hardened will not 
be permitted. 

Sub- Grade. 

9. In a sand or naturally drained soil, the sub-grade shall 
be wet down before concrete is deposited. 

Placing Concrete. 

10. The concrete shall be deposited in a layer on the sub- 
grade in such quantities that, after being thoroughly tamped 
in place, it will be of the required thickness, and the upper 

4 



surface shall be true, uniform and parallel with the surface 
of the finished work. 

In conveying the concrete from the place of mixing to the 
place of deposit, the operation must be conducted in such a 
manner that no mortar will be lost, and the concrete must be 
so handled that it will be of uniform composition throughout. 

Protection. 

11. After deposited, the concrete shall be kept moist and 
protected from traffic and elements for at least four (4) days 
for sidewalks and ten (10) days for pavements. 

Freezing Temperature. 

12. No concrete shall be mixed while the air temperature 
is below thirty-two (32) degrees Fahr., and in no case shall 
any materials containing frost be used. 

In no event shall concrete be laid on a frozen foundation. 

Forms. 

13. Forms shall be smooth, free from warp, of sufficient 
strength to resist springing out of shape, and of depth to con- 
form to the thickness of the proposed work. 

All mortar and dirt shall be removed from forms that have 
been previously used. 

The forms shall be well staked and thoroughly braced, and 
set to the established lines, their upper edges conforming to 
the grade of the finished work. 



CONCRETE SIDEWALKS. 

Observing the General Requirements as above : the specifi- 
cations for sidewalks shall be as follows : 

Drainage. 

14. The sub-base or that portion of the base under the 
concrete shall be properly drained. 

5 



Fine Aggregate. 

15. The fine aggregate shall be of graded sizes ranging 
from 14 i^ch do\\Ti to that which shall be retained on a No. 
80 standard sieve, not more than twenty (20) per cent, of 
which will pass a No. 50 standard sieve for the base ; and from 
one-quarter (%) inch down to that which will be retained on a 
No. 80 standard sieve, not more than twenty (20) per cent, of 
which shall pass a No. 50 standard sieve for the top or wearing 
surface. 

CoAESE Aggregate. 

16. The coarse aggregate shall be graded in sizes that 
will pass a one (1) inch screen and be retained on a quarter 
(1/^) inch screen. 

Base Proportions. 

17. In preparing the concrete for the base, the cement 
and aggregate shall be measured separately, and then mixed 
in such proportion that the resulting concrete shall contain 
fine aggregate to the amount of one-half (%) of the volume 
of the coarse aggregate ; and that five and one-half cubic feet 
of concrete in place shall contain ninety-four (94) pounds of 
cement. 

Thickness. 

18. The base shall be ... inches in thickness, with its 
upper surface finished parallel to and . . . inch below the grade 
of the finished sidewalk. The minimum thickness for base 
shall be three inches. 

Sections. 

19. The base shall be blocked out in sections, which should 
not measure more than six feet wide and six feet long. 

Slope. 

20. The walk shall have sufficient fall from lot line to 
curb line to provide drainage, but the slope should not exceed 
%-inch per foot. 

6 



Top or Wearing Surface. 

21. The top or wearing surface shall be composed of one 
part Portland cement and two parts fine aggregate, mixed 
with sufficient water to produce a mortar of a consistency 
which will not require tamping and which can be easily spread 
into position with a straight edge. 

The mortar for the wearing surface shall be mixed in a 
mortar box and spread on the base immediately after mixing. 
In no case shall more than thirty minutes elapse between the 
laying of the concrete for the base and the covering of same 
with the wearing surface. 

After the wearing surface has been worked to an approxi- 
mately true plane, the slab marking shall be made directly 
over the joint in the base. Such marking shall be made with a 
tool which will cut entirely through and completely separate 
the surface of adjacent slabs. 

The wearing surface shall be ... inch in thickness. How- 
ever, the minimum thickness for Avearing surface shall be 
three-fourths (%) inch. 

Edges. 

22. The slabs shall be rounded on all surface edges to a 
radius of about one-half inch. 

Troweling. 

23. After the wearing surface has been brought to the es- 
tablished grade, it shall be worked with a wood float in a man- 
ner that will thoroughly compact it. When required, the surface 
shall be troweled smooth, but excessive working with a steel 
trowel shall be avoided. The application of neat cement to the 
surface in order to hasten hardening is prohibited. 

One Course Sidewalk. 

24. If the specifications require that the concrete walk be 
laid in one course, the concrete shall be mixed in such pro- 
portions that it shall contain fine aggregate to the amount of 



one-half (l^) of the volume of the coarse aggregate and that 
four and one-half (4^) cubic feet of concrete in place shall 
contain ninety-four (94) pounds of cement. 

The coarse aggregate shall be graded from fine to coarse 
and shall all pass the one and one-fourth (li/4) inch mesh 
screen and be retained on a one-fourth (14) inch mesh screen. 

The fine aggregate shall all pass the one-fourth (i/4) iiich 
mesh screen and not more than three (3) per cent, shall pass 
a sieve having one hundred (100) meshes per lineal inch. 

The surface shall be brought to a true plane with a strik- 
ing board and finished with a wooden float as heretofore pro- 
vided. 



CONCRETE CURB AND COMBINED CURB AND GUTTER. 

Fine and Coarse Aggregate and Base Proportions. Facing 
or Wearing Surface, Thickness and Troweling as heretofore 
recommended in General Requirements and in Specifications 
for Concrete Walk. 

DlMENSIOI^S. 

25. The sections for combined curb and gutter shall not 
measure more than six (6) feet in length nor less than four 
(4) feet when unprotected, and not more than ten (10) feet 
nor less than six (6) feet in length when protected by metal 
nosing. 

Curb NTot Built iisr Place. 

26. When built at a point removed from the work, it 
shall be constructed in the same manner and of the same 
material as above specified, and shall be allowed to harden for 
at least twenty-eight (28) days before being transported for 
position in the work. 

The length of any section shall not be less than four (4) 
feet nor more than six (6) feet. 



CONCRETE ROADWAY. 
Observing General Requirements as above; the specifica- 
tions for Concrete Roadway shall be as follows: 

Fine Aggeegate. 

27. The fine aggregate shall be of graded sizes ranging 
from 14-inch down to that which shall be retained on a No. 80 
standard sieve, not more than 20 per cent, of which will pass 
a No. 50 standard sieve. 

CoAESE Aggeegate. 

28. In concrete roadway, the largest size shall not exceed 
such as will pass a two and one-half (2I/2) inch screen, and 
ranging down to that which will be retained on a one-fourth 
(14) inch screen. , 

Tya^o Couese PavemeisTt. 

29. The cement and aggregate shall be mixed in such pro- 
portions that the resulting concrete shall contain fine aggre- 
gate amounting to one-half the volume of the coarse aggre- 
gate, and so that five (5) cubic feet of concrete in place shall 
contain ninety-four (94) pounds of cement. 

The thicknjcss of the base shall be . . . inches. (The mini- 
mum thickness shall be five (5) inches.) 

Weaeiis'g Sueface. 

30. The top coat or wearing surface shall be composed of 
one part Portland cement and two parts of fine aggregate 
mixed with water in sufficient quantities to produce a mortar 
of such consistency that it will not require tamping, and can 
easily be spread into position with a templet or straight edge. 
It shall then be screeded to give roughness to surface of con- 
crete. Not more than thirty (30) minutes shall elapse between 
the laying of the concrete for the base and the covering of 
the same with the wearing surface. The wearing surface shall 
be of a thickness of . . . inches. However, the minimum thick- 
ness shall be one (1) inch. 

9 



OisTE Course Pavement. 

Observing the General Requirements and Provisions for 
Fine and Coarse Aggregate for Concrete Roadway as above. 

31. The one course shall be laid in the proportion of not 
less than one bag (94 pounds) of cement to every four (4) 
cubic feet of concrete in place. It shall have a minimum thick- 
ness of five (5) inches. 

Temperature Joints. 

32. If temperature joints are required, they shall be made 
from curb to curb at intervals of about thirty (30) feet. These 
joints may be filled with such material as may best suit local 
conditions, but the local specifications shall state what filler 
will be furnished. 



10 



SPECIFICATIONS FOR STONE BLOCK PAVING. 



NEW GRANITE PAVING BLOCKS. 



1. The paving blocks shall be of medium grained granite, 
showing an even distribution of constituent minerals, of uni- 
form quality and texture, without seams, scales or discolora- 
tions showing disintegration, free from an excess of mica or 
feldspar, and equal in every respect to the sample in the office 
of the Engineer. 

The granite shall have a crushing strength of not less than 
twenty thousand (20,000) pounds per square inch, combined 
with a uniform structure and toughness. The toughness shall 
be not less than nine (9), as determined by the method em- 
ployed at the United States Department of Agriculture, Office 
of Public Roads. 

Certificates and Samples. 

2. Contractors shall file with the Engineer at or before 
the time of bidding, a certificate showing the name and loca- 
tion of the quarry from which it is proposed to obtain the 
blocks, also a certified copy of a report from the United States 
Department of Agriculture, showing the crushing strength and 
toughness of the granite which it is proposed to use. 

The following samples of specification blocks and granite 
of the kind it is proposed to use, shall be filed with the Engi- 
neer on or before the date of bidding : 

Three (3) specification granite blocks. 

Three (3) granite cubes measuring three (3) inches on a 
side, accurately cut and finely dressed, for testing purposes. 

3. The blocks shall be of the following dimensions: Not 
less than eight (8) nor more than twelve (12) inches long on 
top; not less than three and one-half (31/9) nor more than four 

3 



and one-half (4%) inches wide on top; not less than four and 
three-quarters (4%) nor more than five and one-quarter (51/4) 
inches deep. 

The blocks shall be so dressed that the faces will be ap- 
proximately rectangular in shape, and the ends and sides suf- 
ficiently smooth to permit the blocks to be laid with joints not 
exceeding one-half (1/2) inch in width at the top, and for one 
(1) inch downward therefrom, and not exceeding one (1) inch 
in width at any other part of the joint. The top surface of 
the block shall be so cut that there will be no depressions 
measuring more than three-eighths (%) of an inch from a 
straight edge laid in any direction on the top and parallel to 
the general surface thereof. 

Not more than one drill hole shall show on the head of the 
block, and none on the ends. An allowance of not over an 
average of one block showing drill hole on the side, will be 
permitted to a square yard of pavement. 

Care shall be exercised in handling the blocks, so that the 
edges and corners shall not be chipped or broken, as blocks 
otherwise acceptable may be rejected on account of spawling. 

4. The blocks shall be sorted and laid in courses of uni- 
form width, except in special cases, as may be ordered. 

NEW SANDSTONE PAVING BLOCKS. ' • 

5. The paving blocks shall be of sound, hard sandstone, 
free from clay, seams, or defects which would injure them for 
paving purposes, of uniform quality and texture, and equal in 
every respect to the sample in the office of the Engineer. 

The blocks shall be of the following dimensions : Not less 
than eight (8) nor more than ten (10) inches long on top; not 
less than three and one-half (3%) nor more than six (6) inches 
wide on top; not less than four and three-quarters (4%) nor 
more than five and one-quarter (5^) inches deep. 

RECUT OR REDRESSED PAVING BLOCKS. 

6. When the use of blocks recut from old paving blocks 
is permitted, such blocks must comply with the specifications 

4 



for quality of stone, as required for new blocks. The dimen- 
sions may be varied, depending upon the size of the old blocks 
which are to be redressed, and the character of the pavement 
which it is sought to obtain. 

Sub-Foundation. 

7. Any soft or spongy material below the sub-grade, shall 
be replaced with sand, gravel, or other material, as directed 
by the Engineer, and thoroughly rammed or rolled (when 
such extra fill exceeds 5 cubic yards payment will be made 
for the excess). 

In excavating, care shall be taken not to disturb the sub- 
foundation, except where necessary to remove the soft or 
spongy material. 

The entire sub-foundation shall be compact and hard, and 
the Contractor Avill be required to ram or roll it thoroughly 
with a roller satisfactory^ to the Engineer. 

Concrete Base. 

8. After the sub-foundation has been prepared to the sat- 
isfaction of the Engineer, a concrete foundation six (6) inches 
thick shall be laid thereon. The concrete ' shall conform with 
the standard specifications for concrete for paving founda- 
tions, as determined by this association. 

The grading and sub-foundation shall be completed at least 
fifty (50) feet in advance of the laying of concrete. 

Cushion Course. 

9. On the concrete base shall be spread a layer, averaging 
one (1) inch in depth, of clean, coarse, dry sand, free from 
all gravel exceeding one-quarter (14) inch in size. Upon this 
sand bed the blocks shall be laid in courses at right angles 
to the line of the street, and in a straight line from curb to 
curb, except in special cases, when they shall be laid at such 
an angle as may be directed by the Engineer. The blocks 
shall be laid as closely as possible, each block touching the 
adjoining one on sides and ends, and in courses of uniform 

5 



width. Ml .joints shall be broken with a lap of at least three 
(3) inches. The blocks shall not be laid more than twenty- 
five (25) feet in advance of the ramming. 

Filling Joints. 

10. Depending upon the kind of filler to be used in the 

joints, the following specifications A, B. or C, shall govern 

the use of — Gas Tar Pitch (A) — Asphalt (B) — or cement 

Grout (C). 

A.^ — Gas Tar Pitch Filler. 

11. Immediately after the blocks are laid, sufficient coarse, 
hot gravel shall be spread over the surface, and swept into 
the joints, to fill the space between the blocks to a depth of 
about two (2) inches from the bottom. The blocks shall then 
be rammed, to settle and compact thoroughly the first layer 
of gi'avel in the joints, and so as to leave no blocks above or 
below the general surface of the finished pavement. The joints 
shall then be poured one-half full with gas tar pitch filler, 
as hereinafter described, and then filled to within one-half 
(%) inch of the surface with hot gravel, and again poured 
with the filler. This last pouring shall be flush with the sur- 
face of the blocks at the joints. This final pouring of the 
filler shall be immediately followed with a sufficient amount 
of hot gravel applied at the joints to cover the filler. The 
gravel shall be clean, washed gravel, between one-eighth (%) 
and three-eighths (%) inch in its largest dimension, not over 
twenty-five (25) per cent, of which shall be of the three- 
eighths (%) inch size. The filler shall also comply with the 
following test requirements : 

1. It shall have a specific gravity between 1.23 and 1.33 
at 60 degrees Fahir. 

2. It shall have a melting point between 110 and 125 de- 
grees Fahr., determined by the cube method in water. 

3. It shall contain not less than twenty (20') per cent., 
nor more than thirty-five (35) per cent, of free carbon in- 
soluble in hot benzol or chloroform. 

6 



4. It shall contain not more than one-half (V2) per cent, 
of inorganic matter. 

5. It shall be free from water. 

6. It shall have a ductility of not less than sixty (60) 
centimeters at 77 degrees Fahr. 

The gas tar pitch filler shall be used on the work at a 
temperature of not less than two hundred and fifty (250) de- 
grees Fahr. and shall at no time be heated above three hun- 
dred and twenty-five (325) degrees Fahr. 

In applying the gravel and filler care shall be taken that 
the pavers are close]}^ followed by the filler gang, and in no 
case shall the paving be left over night (or when work is 
stopped) without the filler being completed. In case of rain 
stopping the filler gang before its work is finished, the joints 
shall be protected by the use of tarpaulins, or other means to 
keep out water, and under no circumstances shall the filler 
be poured into wet joints. 

B — Asphalt Filler. 

12. Immediately after the blocks are laid, sufficient coarse 
hot gravel shall be spread over the surface and swept into 
the joints so as to fill the space between the blocks to a depth 
of about two (2) inches from the bottom. 

The blocks shall then be rammed to settle and compact 
thoroughly the first layer of gravel in the joints, and so as to 
leave no blocks above or below the general surface of the 
finished pavement. 

The joints shall then be poured one-half full with an asphalt 
filler as hereinafter described, and then filled to within one- 
half (%) iiich of the surface with hot gravel and again poured 
mth the filler. This last pouring shall be flush with the sur- 
face of the blocks at the joints. This final pouring of the 
filler shall be immediately followed with a sufficient amount 
of hot gravel applied at the joints to cover the filler. 

The gravel shall be clean, washed gravel between one- 
eighth (Ys) and three-eighths (%) inch in its largest dimen- 

7 



sion, not over twenty-five (25) per cent, of which shall be of 
three-eighths (%) inch size. . 

13. The filler shall be an asphaltie cement, entirely free 
from coal tar or any product of coal tar distillation. 

It shall be waterproof,, free from water or decomposition 
products, shall adhere firmly to the paving stones, and shall 
remain ductile and pliable at all climatic temperatures to 
which it may be subjected in actual use, and shall not run 
in the joints in the hottest temperature of summer, nor be- 
come hard or brittle through the action of frost. 

The asphalt filler shall conform with the following re- 
quirements : 

(a) It shall contain 'not less than 99 per cent, of pure 
bitumen soluble in carbon bisulphide. 

(b) Of the total bitumen soluble in carbon bisulphide, 
not less than 981/2 per cent, shall be soluble in carbon tetra- 
chloride. 

(c) It shall have a penetration of not less than 13 at 32 
aegrees Fahr., when tested with a No. 2 needle under a load 
of 200 grams for 1 minute. 

(d) It shall have a penetration of not more than 250 at 
115 degrees Fahr., when tested with a No. 2 needle under a 
load of 50 grams for 5 seconds. 

(e) It shall have a penetration of not less than 40 nor 
more than 60 at 77 degrees Fahr., when tested with a No. 2 
needle under a weight of 100 grams for 5 seconds. 

(f) It shall have a ductility of not less than 7 centimeters 
at 77 degrees Fahr., the rate of elongation being 5 centimeters 
per minute. 

The paving cement shall be heated on the work to a tem- 
perature of not less than three hundred and seventy-five (375) 
degrees Fahr., nor more than four hundred and twenty-five 
(425) degrees Fahr., in such quantities as will allow of this tem- 
perature being maintained in the kettle during progress of 
the pouring, and no cement, the temperature of which is less 
than three hundred and seventy-five (375) degrees Fahr., shall 
be used. 

8 



It shall then be put into a conical can and ponred into 
the joints as hereinbefore described. 

It shall be delivered on the work at least one week before 
being used and in sufficient quantities to allow of suitable 
samples for examination and analysis, and such samples shall 
conform with the above requirements. 

14. All the joints betAveen the stones shall be filled with 
this hot paving cement, continuing the pouring until the joints 
are entirely filled, but no flushing of the pavement will be 
permitted. 

In applying the gravel and filler, care shall be taken that 
the pavers are closely followed by the filler gang, and in no 
case shall the paving be left over night (or when work is 
stopped) without the filler being completed. In case of rain 
stopping the filler gang before its work is finished, the joints 
shall be protected by tarpaulins or other means, so as to keep 
out water, and under no circumstances shall the filler be 
poured into wet joints. 

C — Cemext Grout Filler. 

15. Immediately after the blocks are laid, sufficient gravel 
shall be spread over the surface and swept into the joints so 
as to fill the space between the blocks to a depth of about two 
(2) inches from the bottom. 

The blocks shall then be rammed to settle and compact 
thoroughly this layer of gravel in the joints and so as to leave 
no blocks above or below the general surface of the finished 
pavement. 

16. After the pavement has been brought to a uniform 
surface, Portland cement grout shall be poured into the joints 
until it appears on the surface. The grout shall be broomed 
into the joints, if necessary to fill the same, and the operation 
shall be continued as the grout settles, until the joints are 
thoroughly filled flush with the surface of the blocks, immed- 
iately after which the entire pavement shall be broomed to 
a smooth surface, sufficient grout being applied to bring said 

9 



surface even with the highest part of any of the blocks. The 
blocks shall be wetted by sprinkling immediately before ap- 
plying the grout, if the condition of the atmosphere requires 
this precaution to be taken. 

The cement grout shall be composed of one (1) part of the 
best quality of freshly burned Portland cement to one (1) part 
of clean sharp sand. The cement and sand shall be mixed 
dry until the mass is thoroughly blended and of one color, to 
which shall be added sufficient clean, fresh water to give a 
proper consistency. Care shall be taken to avoid using an 
excess amount of water. 

The grout shall be mixed for this purpose, either in a ma- 
chine mixer, to be approved by the Engineer, or in a box about 
4 feet' 8 inches long, 30 inches wide and 14 inches deep, rest- 
ing on legs of different lengths, so that the mixture will readily 
flow to one comer of the box, the bottom of which shall be 
about 3 inches above the pavement. Particular attention is 
called to the importance of ascertaining the proportional 
amount of water to be used with the mixture of different kinds 
of cement and sand to give the best results, and when the 
most advantageous proportions have been ascertained, these 
shall be used. The mixture shall be removed from this box 
to the street surface with scoop shovels, all the while being 
stirred in the box as the same is being emptied. One such 
box shall be provided for about each ten feet in width of the 
roadway. The work of filling shall be carried forward until 
an advance of fifteen or twenty yards has been laid, when the 
same force and appliances shall be used to regrout the same 
space in a like manner except that the proportions of the mix- 
ture for this second application shall be two (2) parts of Port- 
land cement to one (1) part sand. The work shall be kept lightly 
sprinkled with water on the surface ahead of the sweepers 
by means of a sprinkling can, or other suitable device, to 
avoid a possibility of causing the grouting to become too thick 
at any point. To insure the penetration of the grout into the 
joints of the pavement there shall be used, in addition to the 

10 



brooms, a squeegee scraper fifteen to eighteen inches in length 
on the last application of the grout. 

Within one-half to three-quarters of an hour after the last 
coat has been applied and the grout between the joints has 
fully subsided and the initial set is taking place, the whole 
surface shall be lightly sprinkled with water and the surplus 
mixture left on the top shall be swept into the joints, bringing 
them up flush and full. After the grouting is done and a suf- 
ficient time for hardening has elapsed, so that a coating of 
sand will not absorb any moisture from the cement mixture, 
one-half (%) inch of sand shall be spread over the whole sur- 
face, in case the work is subjected to a hot summer's sun, in 
which case an occasional sprinkling to dampen the sand shall 
be made for two or three days. After the grouting is completed, 
the street shall be kept closed and no carting or traffic allowed 
until at least seven days have elapsed on any portion of the 
street grouted, and the face of the pavement shall be kept 
moist if the condition of the weather requires this precaution, 
as may be directed by the Engineer. Should the bond between 
the blocks become broken for any reason during the progress 
of the work the joints shall be cleaned out, even if it is neces- 
sary to take up and relay the blocks, and such part so taken 
up and relaid shall be regrouted and rebarricaded. 



11 



SPECIFICATIONS FOR BROKEN STONE ROAD. 



1. General Description — The broken stone road shall consist 
of three courses of broken stone, separately constructed, laid 
to conform to the required grades and cross-sections and con- 
structed as hereinafter specified. 

Broken Stone. 

2. Qiuxlitij of Broken Stone — All broken stone shall be clean,' 
rough surfaced and sharp angled, of compact texture and uni- 
form grain. 

Tests for Broken Stone — The broken stone shall be subjected 
to abrasion tests and toughness tests conducted by the Engi- 
neer in accordance with methods adopted by the American 
Society for Testing Materials, August 15, 1908. It shall show 
a ''French coefficient of w^ear" of not less than 7.0 and its 
toughness shall be not less than 6.0. 

3. Sizes — The product of the crusher shall be passed over 
a rotary screen with sections having respectively circular 
openings of the following dimensions : First section, five- 
eighths (%) i^ch holes; second section, one and one-quarter 
(11/4) inch holes; third section, two and one-quarter (21/4) 
inch holes; fourth section, three and one-half (3I/2) inch holes. 
If so directed the first section of the screen shall be fitted with 
a dust jacket having one-quarter (%) inch openings so placed 
as to separate the dust from the product passing through the 
first section. The screening plant shall also be fitted with a 
tailing chute so that no stone failing to pass the largest open- 
ings will fall into the bin for No. 4 size broken stone. The 
various sizes of broken stone shall be caught in separate bins, 
and shall be designated as follows : 

Dust, all passing through one-quarter (1/4) inch screen. 

3 



Screenings, all passing through five-eighths (%) inch 
screen. 

No. 1 size, passing through five-eighths (%) inch screen 
and over one-quarter (^4) inch screen. 

No. 2 size, passing over five-eighths (%) inch screen and 
through one and one-quarter (11/4) inch screen. 

No. 3 size, passing over one and one-quarter (li/4) inch 
screen and through two and one-quarter (2i/4) iiich screen. 

No. 4 size, passing over two and one-quarter (214) inch 
screen and through three and one-half (S^a) iiich screen. 

Tailings, passing over three and one-half (3%) inch screen. 

Portable Plants — Portable crushing and screening plants 
shall be operated as directed. 

Stationary Plants — If broken stone is to be supplied from 
stationary crushing and screening plants, the several sizes of 
broken stone shall not be used unless samples have been previ- 
ously approved by the Engineer. The various sizes of broken 
stone furnished shall be substantially the same as the samples 
approved. 

CON"STEUCTION". 

4. First Course — After the sub-grade or sub-base course 
shall have been prepared as specified, a course of No. 4 broken 
stone shall be evenly spread so that it shall have after rolling 
the required thickness of three and one-half (3^/^) inches. 
The depth of loose broken stone shall be gauged by the use of 
strings between iron stakes, as directed. The spreading of the 
broken stone must be from piles dumped on boards provided 
for the purpose or from piles dumped alongside the road, or as 
directed by the Engineer. This course shall be thoroughly 
rolled with a ten (lOi) to fifteen (15) ton road roller. The 
rolling shall begin at the sides of the road and continue to- 
wards the center and shall be kept up until there is no dis- 
turbance of the stone ahead of the roller. After the comple- 
tion of the rolling, no teaming other than that necessary for 
bringing on the broken stone for the next course shall be 
allowed over the rolled broken stone. Should it be apparent 

4 



after the rolling of the first course that the subgrade material 
shall have become churned up into or mixed with the broken 
stone of this course, whether by reason of the rolling, or by 
hauling over the broken stone or otherwise, the Contractor 
shall at his own expense remove and replace such mixture of 
sub-grade material and broken stone with clean broken stone 
of the proper size and shall roll the material to produce a uni- 
form, firm and even first course as required. 

5. Second Course — On the completed first course shall be 
spread, in the manner specified in the preceding paragraph, 
No. 3 broken stone to form the second course. This broken 
stone shall be evenly spread to such a depth that it shall have 
after rolling the required thickness of two and one-half (2I/2) 
inches. After the second course shall be compacted under the 
same provisions as prescribed for the first course, it shall be 
evenly covered with a thin layer of screenings. The quantity 
of screenings to be used shall be just sufficient to cover the 
larger stones and care shall be exercised to avoid the use of 
an excess of the screenings. This covering shall then be rolled 
as heretofore provided. When the rolling shall have been 
completed the surface of the second course shall be firm, even 
and true to the lines, grades and cross-sections. 

6. Third Course — On the completed second course shall be 
spread in the manner above specified for the first course No. 3 
broken stone to form the third course. This broken stone shall 
be evenly spread to such a depth that it will have after rolling 
the required thickness of two and one-half (2l^) inches. After 
the third course shall have been compacted under the same 
provisions as prescribed for the first course, it shall be evenly 
covered with a thin layer of screenings. The quantity of 
screenings to be used shall be just sufficient to cover the larger 
stones and care shall be exercised to avoid the use of an excess 
of the screenings. This covering shall then be rolled as here- 
tofore provided except that water shall be used in connection 
with the rolling as follows: after the screenings shall have 
been lightly rolled, water shall be sprinkled on the road sur- 

5 



face just ahead of the roller in such quantity as will prevent 
the sticking to the wheels of the roller of the fine material on 
the surface, and the combined spreading of screenings, water- 
ing and rolling shall be continued until the voids of the broken 
stone become so filled with the finer particles as to result in 
a wave of grout being pushed along the road surface by the 
front wheel of the roller. When the rolling shall have been 
completed the surface of the third course shall be firm, even 
and true to the lines, grades and cross-sections. After the 
third course has been compacted, puddled and filled as above 
specified, it shall be evenly covered with a thin layeir of 
screenings. Should at any time, after its construction and 
prior to the acceptance of the road, the larger stone be visible 
in the surface of the road, the Contractor shall, without extra 
allowance, spread, sprinkle and roll sufficient screenings to 
completely cover the same. 

Payment. 

7. Measurement and Payment — The quantity of broken 
stone road to be paid for shall be the number of square yards, 
measured horizontally, satisfactorily completed in accordance 
with specifications. The price stipulated shall include the 
furnishing, crushing and screening of the different sizes of 
broken stone, the placing, rolling and watering of the broken 
stone, and all work and expenses incidental to the completion 
of the broken stone road. 



SPECIFICATIONS FOR BROKEN STONE ROAD WITH BITUM- 
INOUS SURFACE. 

Broken^ Stone Road. 

8. General Description — The broken stone road shall con- 
sist of three courses of broken stone, separately constructed, 
laid to conform to the required grades and cross-sections and 
constructed as hereinafter specified. 

6 



Broken Stone. 

9. Quality of Brolcen Stone — All broken stone shall' be 
clean, rough surfaced and sharp angled, of compact texture 
and uniform grain. 

Tests For Broken Stone — The broken stone shall be sub- 
jected to abrasion tests and toughness tests conducted by the 
Engineer in accordance with methods adopted by the Ameri- 
can Societ}^ for Testing Materials, August 15, 1908. The 
broken stone used for the construction of the first and second 
courses shall show a French coefficient of wear of not less 
than 7.0 and its toughness shall be not less than 6.0. The 
broken stone used for the construction of the third course 
and in connection with the bituminous surface shall show a 
French coefficient of wear of not less than 11.0 and its tough- 
ness shall not be less than 13.0. 

10. Sizes — The sizes shall be in accordance with the re- 
quirements as stated in the paragraph entitled ''Sizes" in the 
specifications for "Broken Stone Road. 



J > 



CONSTRUCTIOIT. 

11. First Course — After the sub-grade or sub-base course 
shall have been prepared as specified, a course of No. 4 broken 
stone shall be evenly spread so that it shall have, after rolling, 
the required thickness of three and one-half (Sy^) inches. 
The depth of loose broken stone shall be gauged by the use 
of strings between iron stakes, as directed. The spreading of 
the broken stone must be from piles dumped on boards pro- 
vided for the purpose or from piles dumped alongside the 
road, or as directed by the Engineer. This course shall be 
thoroughly rolled with a twelve (12) to fifteen (15) ton road 
roller. The initial rolling shall begin at the sides of the road 
and continue towards the center and shall be kept up until 
the stone is keyed together and there is no disturbance of the 
stone ahead of the roller. After the first course has been com- 
pacted, it shall be evenly covered with a thin layer of screen- 
ings. The quantity of screenings to be used shall be just suf- 

7 



ficient to cover the larger stones and care shall be exercised 
to avoid the use of an excess of the screenings. This covering 
shall then be rolled as heretofore provided except that water 
shall be used in connection with the rolling as follows: After 
the screenings shall have been lightly rolled, water shall be 
sprinkled on the road surface just ahead of the roller in such 
quantity as will prevent the sticking to the wheels of the 
roller of the fine material on 'the surface, and the combined 
spreading of screenings, watering and rolling shall be contin- 
ued until the voids of the broken stone become so filled with 
the finer particles as to result in a wave of grout being pushed 
along the road surface by the front wheel of the roller. After 
the completion of the rolling, no teaming other than that 
necessary for bringing on the broken stone for the next course 
shall be allowed over the rolled broken stone. Should it be 
apparent after the rolling of the first course that the sub- 
grade material shall have become churned up into or mixed 
with the broken stone of this course, whether by reason of the 
rolling, or by haiiling over the broken stone or otherwise, the 
Contractor shall at his own expense remove and replace such 
mixture of sub-grade material and broken stone with clean 
broken stone of the proper size and shall roll the material to 
produce a uniform, firm and even first course as required. 

12. Second Course — On the completed first course shall be 
spread, in the manner specified in the preceding paragraph, 
No. 4 broken stone to form the second course. This broken 
stone shall be evenly spread to such a depth that it shall have, 
after rolling, the required thickness of three and one-half 
(3I/2) inches. The second course shall be compacted, pud- 
dled with screenings and water, and finished under the same 
provisions as prescribed for the first course. When the roll- 
ing shall have been completed, the surface of the second course 
shall be firm, even and true to the lines, grades and cross- 
sections. If the surface is not slightly rough, so as to afford 
a sufiicient mechanical bond for the third course, it shall be 
broomed. ' 

8 



13. Third Course — On the completed second course shall 
be spread, in the manner above specified for the first course, 
No. 3 broken stone to form the third course. This broken 
stone shall be evenly spread to such a depth that it will have, 
after rolling, the required thickness of two and one-half (2%) 
inches. The third course shall be compacted and puddled 
with screening's and water under the same provisions as pre- 
scribed for the second course, and when the rolling shall have 
been completed, the surface of the third course shall be firm, 
even and true to the lines, grades and cross-sections. After 
the third course has been compacted, puddled and filled as 
above specified, it shall be evenly covered with a thin layer 
of screenings. Should at any time, after the construction of 
the third course and prior to the application of bituminous 
material thereon, the larger stone be visible in the surface of 
the road, the Contractor shall, without extra allowance, spread, 
sprinkle and roll sufficient screenings to completely cover the 
same. Each section of the broken stone road shall be sub- 
jected to traffic for at least one month before the construction 
of the bituminous surface thereon. 

BiTUMiisrous Surface. 

14. Description Bituminous Surface — The bituminous surface 
shall consist of one application of refined tar covered with a 
layer of No. 1 broken stone constructed as hereinafter speci- 
fied. 

Bituminous Material. 

15. Refined Tar — Refined tar used in the construction of 
the bituminous surface shall conform with either one of the 
specifications covering the chemical and physical properties 
of refined tars included under the item entitled "Refined Tars 
for Surface Treatments." 

16. Heating Refined Tar — The refined tar shall be heated 
in kettles or tanks so designed as to admit of even heating 
of the entire mass, with an efficient and positive control of 
the heat at all times. It shall be heated as directed by the 
d 9 



Engineer to a temperature between 93° C. (200° F.) and 121° 
C. (250° F.) All refined tar heated beyond 121° C. (250° F.) 
shall be rejected. No tar shall be heated in kettles or tanks 
containing any oil or asphalt cement. Before changing from 
one type to another, kettles or tanks shall be scrupulously 
cleaned in order to avoid mixtures of the two. Any mixtures 
of different kinds of bituminous materials shall be rejected. 

Thermometers Furnished hy Contractors — The Contractor 
shall provide a sufficient number of accurate, efficient, sta- 
tionary thermometers for determining the temperature of the 
refined tar in kettles or tanks. 

Coiv^STEDCTION. 

17. Preparation of Surface of Road — Prior to the applica- 
tion of the refined tar, the surface of the broken stone road, 
when thoroughly dry, shall be swept clean of all dust, dirt 
or other loose material with horse or power drawn brooms 
and bass or other fine fibre brooms, or with stiff fibre hand 
brooms and bass or other fine fibre brooms, as directed by the 
Engineer. When the cleaning is completed the upper surface 
of the No. 3 broken stone shall be exposed, forming a clean 
mosaic surface. 

18. Application of Refined Tar — After the surface shall 
have been cleaned to the satisfaction of the Engineer, and 
when thoroughly dry, the refined tar shall be uniformly ap- 
plied over the prepared surface of the road by means of a 
pressure distributor as hereinafter specified and in accordance 
with the directions of the Engineer. The refined tar, when ap- 
plied, shall have a temperature between 93° C. (200° F.) and 
121° G. (250° F.). The total amount of refined tar to be used in 
the construction of the bituminous surface shall be applied in 
one application and shall not be less than one-quarter (^) nor 
more than one-half (i/o) gallon per square yard, the precise 
quantity being determined by the Engineer. 

Pressure Distributor — The pressure distributor employed 
shall be so designed and operated as to distribute the refined 

10 



tar specified uniformly under a pressure of not less than 
twenty (20) pounds nor more than seventy-five (75) pounds 
per square inch in the amount and between the limits of tem- 
perature specified. It shall be supplied with an accurate sta- 
tionary thermometer in the tank containing the refined tar 
and with an accurate pressure gauge so located as to be easily 
observed by the Engineer while walking beside the distrib- 
utor. It shall be so operated that, at the termination of each 
run, the refined tar will be at once shut off. It shall be so 
designed that the normal width of application shall be not 
less than six (6) feet and so that it will be possible on either 
side of the machine to apply widths of not more than two (2) 
feet. The distributor shall be provided Avith tires of widths 
dependent upon the following relationship between the pres- 
sure per square inch of tire and the diameter of the wheel ; 
for a two (2) foot diameter wheel, five hundred (500) pounds 
shall be the maximum pressure per linear inch of width per 
wheel, an additional pressure of thirty (30) pounds per inch 
being allowed for each additional three (3) inches in diameter. 

19. Application of No. 1 Broli^en Stone — Immediately after 
the application of the refined tar, a layer of dry No. 1 broken 
stone, not to exceed three-eighths (%) of an inch in thick- 
ness, shall be spread and broomed as directed by the Engineer 
over the surface of the refined tar and shall be at once rolled 
as directed by the Engineer with a roller weighing between 
eight (8) and fifteen (15) tons. 

20. Seasonal and Weather Limitations — No refined tar shall 
be applied when the air temperature in the shade is below 10° 
C. (50° F.), except by the written permission of the Engineer, 

Payment. 

21. Measurement and Payment — The quantity of broken 
stone road with bituminous surface to be paid for under this 
item shall be the number of square yards, measured horizon- 
tally, satisfactorily completed in accordance with the specifi- 
cations. The price stipulated in this item shall include the fur- 

11 



nishing, crushing and screening of the different sizes of broken 
stone, the placing, rolling and watering of the broken stone, 
the heating and distributing of the refined tar, and all ma- 
terials, work and expenses incidental to the completion of the 
broken stone road with bituminous surface except the fur- 
nishing of the refined tar, which will be included for payment 
under the item entitled ''Eefined Tars for Surface Treat- 
ments. ' ' 



SPECIFICATIONS FOR REFINED TARS FOR SURFACE 

TREATMENTS. 

22. Previous Service — The Contractor will be required to 
show to the satisfaction of the Engineer, that the Company 
manufacturing the refined tar he proposes to use under a given 
specification has, for a period of at least two years, manufac- 
tured refined tar in a thoroughly equipped plant; and that 
refined tar manufactured of bituminous material obtained from 
a similar source to that which he proposes to use shall have 
been in continuous and successful use in the surface treat- 
ment of broken stone roads for a period of at least two years 
previous to the date of the letting in which his proposal was 
submitted. 

23. Refined Tar ''A'' Optional Witli Refined Tar ''B/' 

(I) Refined tar "A" shall be homogeneous, free from 
water and shall not foam when heated to 121° C. (250° F.) 

(II) Its specific gravity at a temperature of 25° C. (77° 
F.) shall be not less than 1.140 nor more than 1.180. 

(III) When tested by means of the New York Testing 
Laboratory Float Apparatus, the float shall not sink in water 
maintained at 50° C. (122° F.) in less than 50 seconds nor 
more than 110 seconds. 

(lY) Its bitumen as determined by its solubility in chemi- 
cally pure carbon disulphide at room temperature, shall be 
not less than 95.0 per cent, and it shall show not more than 
0.2 per cent, ash upon ignition of the material insoluble in 
carbon disulphide. 

12 



(V) AVhen distilled according to the tentative method 
recommended by Committee D-4 of the American Society for 
Testing Materials in 1911, it shall yield no distillate at a tem- 
perature lower than 170° C. (338° F.) ; not more than 20.0 
per cent shall distill below 270° C. (518° F.), and not more 
than 30.0 per cent, shall distill below 300° C. (572° F.). 

(VI) The melting point as determined in water by the 
cube method, of the pitch residue remaining after distillation 
to 300° C. (572° F.) in accordance with the test described in 
Clause (V) shall be not more than 75° C. (167° F.). 

24. Refined Tar ''B'' Optional With Refined Tar "A," 

(I) Refined tar ''B" shall be homogeneous, free from 
water, and shall not foam when heated to 121° C. (250° F.). 

(II) Its specific gravity at a temperature of 25° C. (77° 
F.) shall be not less than 1.170 nor more than 1.220. 

(III) When tested by means of the New York Testing 
Laboratory Float Apparatus, the float shall not sink in water 
maintained at 50° C. (122° F.) in less than 40 seconds nor more 
than 100 seconds. 

(IV) Its bitumen as determined by its solubility in chem- 
ically pure carbon disulphide at room temperature, shall be 
not less than 85.0 per cent, nor more than 95.0 per cent., and 
it shall show not more than 0.2 per cent ash upon ignition of 
the material insoluble in carbon disulphide. 

(V) When distilled accordiiig to the tentative method 
recommended by Committee D-4 of the American Society for 
Testing Materials in 1911, it shall yield no distillate at a tem- 
perature lower than 170° C. (338° F.) ; not more than 20.0 
per cent, shall distill below 270° C. (518° F.), and not more 
than 25.0 per cent, shall distill below 300° C. (572° F.). 

(VI) The melting point as determined in water by the 
cube method, of the pitch residue remaining after distillation 
to 300° C. (572° F.) in accordance with the test described in 
Clause (V) shall be not more than 75° C. (167° F.). 

25. Delivery — The refined tar shall be delivered in suitable 
containers, far enough in advance of its use in the work to 

13 



permit the necessary tests to be made. Each container shall 
be plainly labeled with the trade name of the refined tar, 
name of manufacturer, gross weight and net weight. Each 
shipment and each carload shall be kept separate. 

Bills of Lading — The Contractor shall furnish the Engineer 
on or before the arrival of each shipment at or near the site 
of the work, bills of lading, or correct copies thereof, which 
shall state the trade name of the refined tar, and the name 
and address of the Company manufacturing and supplying it. 

Samples — Samples will be taken by the Engineer from each 
carload of refined tar when delivered at the work, unless 
satisfactory arrangements can be made for sampling before 
shipment. Such samples shall be analj^zed by the Engineer to 
assure the delivery of a refined tar of the specified quality and 
to determine, for purpose of payment, the quantity of bitumen. 

26. Worl: Included — Under this item the Contractor shall 
furnish and deliver on the Avork at such points as directed 
refined tar which conforms with the specifications of either 
refined tar "A" or refined tar ''B." 

27. Measurement and Payment — The quantity of bitumen 
in the refined tar, to be paid for under this item, shall be the 
number of tons, determined in accordance with the paragraph 
headed "Samples" contained in the refined tar placed on the 
road in accordance with the specifications and requirements, 
or used as directed for other purposes. The percentage of 
bitumen determined by an average of the analyses of the ac^ 
ceptable samples taken by the Engineer during a given month 
shall be used as the basis for payment for the refined tar 
used during that month. Refined tar that is wasted shall not 
be included in the measurement under this item. The price 
stipulated in this item shall include the cost of furnishing, 
hauling and delivering the refined tar at the work, and all 
expenses incidental thereto. 



14 



SPECIFICATIONS FOR BITUMINOUS MACADAM PAVE^^IENT. 

28. General Description — The bituminous macadam pave- 
ment shall consist of three courses of broken stone, separately 
constructed, laid to conform to the required grades and cross- 
sections, and constructed as hereinafter specified with bitum- 
inous material incorporated with the top or third course. 

Broken Stone. 

29. Quality of Brol-en Stone — All broken stone shall be 
clean, rough surfaced and sharp angled, of compact texture 
and uniform grain. 

Tests For Broken Stone — The broken stone shall be subjected 
to abrasion tests and toughness tests conducted by the En- 
gineer in accordance with methods adopted by the American 
Society for Testing Materials, August 15, 1908. The broken 
stone used for the constnicticn of the first and second courses 
shall show a French coefficient of Avear of not less than 7.0 
and its toughness shall be not less than 6.0. The broken stone 
used for the construction of the third course and for the first 
and second applications of No. 1 broken stone shall show a 
French coefficient of wear of not less than 11.0 and its tough- 
ness shall not be less than 13.0. 

30. Sizes — The sizes shall be in accordance with require- 
ments as stated in the paragraph entitled "Sizes" in the speci- 
fications for "Broken Stone Road." 

Construction. 

31. First Course — After the sub-grade or sub-base course 
shall have been prepared as specified, a course of No. 4 broken 
stone shall be evenly spread so that it shall have, after roll- 
ing, the required thickness of three and one-half (3"!^) inches. 
The depth of loose broken stone shall be gauged by the use 
of strings between iron stakes, as directed. The spreading of 
the broken stone must be from piles dumped on boards pro- 
vided for the purpose or from piles dumped alongside the 
road, or as directed by the Engineer. This course shall be 

15 



thoroughly rolled with a twelve (12) to fifteen (15) ton road 
roller. The initial rolling shall begin at the sides of the road 
and continue towards the center and shall be kept up until 
the stone is keyed together and there is no disturbance of 
the stone ahead of the roller. After the first course has been 
compacted, it shall be evenly covered with a thin layer of 
screenings. The quantity of screenings to be used shall be 
just sufficient to cover the larger stones and care shall be 
exercised to avoid the use of an excess of the screenings. This 
covering shall then be rolled as heretofore provided except 
that water shall be used in connection with the rolling as 
follows : After the screenings shall have been lightly rolled, 
water shall be sprinkled on the road surface just ahead of the 
roller, in such quantity as mil prevent the sticking to the 
wheels of the roller of the fine material on the surface, and 
the combined spreading of screenings, watering and rolling 
shall be continued until the viods of the broken stone become 
so filled with the finer particles as to result in a wave of 
grout being pushed along the road surface by the front wheel 
of the roller. After the completion of the rolling, no teaming 
other than that necessary for bringing on the broken stone 
for the next course shall be allowed over the rolled broken 
stone. Should it be apparent after the rolling of the first 
course that the sub-grade material shall have become churned 
up into or mixed with the broken stone of this course, whether 
by reason of the rolling, or by hauling over the broken stone 
or otherwise, the Contractor shall at his own expense remove 
and replace such mixture of sub-grade material and broken 
stone with clean broken stone of the proper size and shall roll 
rhe material to produce a uniform, firm and even first course 
as required. 

32. Second Course— -On the completed first course shall be 
spread, in the manner specified in the preceding paragraph, 
No. 4 broken stone to form the second course. This broken 
stone shall be evenly spread to such a depth that it shall have, 
after rolling, the required thickness of three and one-half 

16 



(3I/2) inches. The second course shall be compacted, pud- 
dled with screenings and water, and finished under the same 
provisions as prescribed for the first course. When the rolling 
shall have been completed, the surface of the second course 
shall be firm, even and true to the lines, grades and cross- 
sections. If the surface is not slightly rough so as to afford 
a sufficient mechanical bond for the third course, it shall be 
broomed. 

Top Course, Bituminous Macadam Pavement. 

33. Description of Top Course — The top course of the bi- 
tuminous macadam pavement shall consist of a third course 
of broken stone and two applications of bituminous material, 
each application being followed by the distribution of a layer 
of No. 1 broken stone, constructed as hereinafter specified. 

Bituminous Material. 

34. Asphalt Cement and Refined Tar — The asphalt cement 
or refined tar, hereinafter referred to as bituminous material, 
used in the construction of the third course of the bituminous 
macadam pavement shall conform with either one of the speci- 
fications covering the chemical and physical properties of bi- 
tuminous materials included under the item entitled "Asphalt 
Cements and Refined Tars for Bituminous Macadam Pave- 
ment. ' ' 

35. Heati/ng Bituminous Materials — Bituminous materials 
shall he heated in kettles or tanks so designed as to admit of 
even heating of the entire mass, with an efficient and positive 
control of the heat at all times. Asphalt cement shall be 
heated as directed by the Engineer to a temperature between 
135° C. (275° F.) and 177° C. (350° F.) All asphalt cement 
heated beyond 177° C. (350° F.) shall be rejected. Refined 
tar shall be heated as directed by the Engineer to a tempera- 
ture between 93° C. (200° F.) and 121° C. (250° F.). All 
refined tar heated beyond 121° C. (250° F.) shall be rejected. 
No tar shall be heated in kettles or tanks containing any oil 
or asphalt cement. Before changing from one type of ma- 

17 



terial to another, kettles or tanks shall be scrupulously cleaned 
in order to avoid mixtures of the two. Any mixtures of dif- 
ferent kinds of bituminous materials shall be rejected. 

Thermometers Furnished hy Contractors — The Contractor 
shall provide a sufficient number of accurate, efficient, sta- 
tionary thermometers for determining the temperature of the 
bituminous material in kettles or tanks. 

CoNSTRUCTIO^T. 

36. Third Course of Brohen Stone — On the completed second 
course, when thoroughly dry, shall be spread, in the manner 
above specified for the first course, dry No. 3 broken stone 
to form the third course. This broken stone shall be evenly 
spread to such a depth that it will have, after rolling, the re- 
quired thickness of two and one-half (2^) inches. The third 
course shall be thoroughly compacted by dry rolling until 
the fragments of broken stone have just keyed together in 
accordance with the same provisions covering rolling as pre- 
scribed for the ''First Course." 

37. Fir^st Application of Bituminous Material — After the 
third course of broken stone shall have been thoroughly com- 
pacted as specified and when clean and thoroughly dry, the 
bituminous material shall be uniformly applied over the pre- 
pared surface of the third course by means of a pressure 
distributor as hereinafter specified. The asphalt cement, when 
applied, shall have a temperature between 135° C. (275° F.) 
a^d 177° C. (3501° F.). The refined tar, when applied, shall 
have a temperature between 93° C. (200° F.) and 121° C. 
(250° F.). The total amount of bituminous material to be 
used in the first application shall not be less than one and 
one-half (1%') gallons nor more than one and three-quarters 
vl%) gallons per square yard, the precise quantity being deter- 
mined by the Engineer. 

Pressure Distrihiitor — The pressure distributor employed 
shall be so designated and operated as to distribute the bi- 
tuminous materials specified uniformly under a pressure of 

18 



not less than twenty (20) pounds nor more than seventy-five 
(75) pounds per square inch in the amount and between the 
limits of temperature specified. It shall be supplied with an 
accurate stationary thermometer in the tank containing the 
bituminous material and with an accurate pressure gauge so 
located as to be easily observed by the Engineer while walk- 
ing beside the distributor. It shall be so operated that, at 
the termination of each run, the bituminous material will be 
at once shut off. It shall be so designed that the normal width 
of application shall be not less than six (6) feet and so that 
it will be possible on either side of the machine to apply 
widths of not more than two (2) feet. The distributor shall 
be provided with wheels having tirv^s each of which shall not 
be less than eighteen (18) inches in width, the allowed max- 
imum pressure per square inch of tire being dependent upon 
the following relationship between the aforesaid pressure and 
the diameter of the wheel: For a two (2) foot diameter wheel, 
two hundred and fifty (250) pounds shall be the maximum 
pressure per linear inch of width of tire per wheel, an addi- 
tional pressure of twenty (20) pounds per inch being allowed 
for each additional three (3) inches in diameter. 

38. First Applicntion of No. 1 Brolcen Stone — Immediately 
after the application of the bituminous material, a layer of 
dry No. 1 broken stone, not to exceed three-eighths (%) of 
an inch in thickness, shall be spread as directed by the En- 
gineer over the surface of the bituminous material and shall 
be at once rolled as directed by the Engineer with a roller 
weighing between twelve (12) and fifteen (15) tons. During 
the rolling process, additional No. 1 broken stone shall be ap- 
plied and brooomed until the voids in the upper portion of 
the third course are filled to the satisfaction of the Engineer. 

39. Second Application of Bituminous Material — Prior to the 
second application of bituminous m,aterial, all loose No. 1 
broken stone shall be swept from the surface of the pavement. 
When thoroughly clean and dry, a second application of bi- 
tuminous material shall be uniformly applied over the surface 

19 



by means of a pressure distributor as specified above. When 
applied the asphalt cement shall have a temperature between 
135° C. (275° F.) an,d 177° C. (350° F.). When applied the 
refined tar shall have a temperature between 93° C. (200° F.) 
and 121° C. (250° F.). The total amount of bituminous ma- 
terial to be used in the second application shall not be less than 
one-half (%) gallon nor more than three-quarters (%) gallon 
per square yard, the precise quantity being determined by the 
Engineer. 

40. Second Application of No. 1 Brol:en Stone — Immediate- 
ly after the second application of bituminous material, a layer 
of dry No. 1 broken stone, not to exceed three-eighths (%) 
of an inch in thickness, shall be spread and broomed as di- 
rected by the Engineer over the surface of the bituminous 
material and thereafter at once rolled as directed by the En- 
gineer with a roller Aveighing between twelve (12) and fifteen 
(15) tons. The rolling shall be continued and additional No. 
1 broken stone shall be applied until a smooth, uniform sur- 
face is produced to the satisfaction of the Engineer. 

41. Seasonal and Weatlier Limitations — No bituminous ma- 
terial shall be applied when the air temperature in the shade 
is below 10° C. (50° F.), except by the written permission of 
the Engineer. 

Payment. 

42. Measurement and Payment — The quantity of bitumin- 
ous macadam pavement to be paid for under this item shall 
be the number of square yards, measured horizontally, satis- 
factorily completed in accordance with the specifications. The 
price stipulated in this item shall include the furnishing, crush- 
ing and screening of the different sizes of broken stone, the 
heating and distributing of the bituminous material, and all 
materials, work and expenses incidental to the completion of 
the bituminous macadam pavement except the furnishing of 
the bituminous material, which will be included for payment 
under the item entitled ''Asphalt Cements and Refined Tars 
for Bituminous Macadam Pavements." 

20 



SPECIFICATIONS FOR ASPHALT CEMENTS AND REFINED 
TARS FOR BITUMINOUS MACADAM PAVEMENTS. 

43. Previous Service — The Contractor will be required to 
show, to the satisfaction of the Engineer, that the Company 
manufacturing the asphalt cement or refined tar he proposes 
to use under a given specification has, for a perod of at least 
two years, manufactured asphalt cement or refined tar in a 
thoroughly equipped plant, and that asphalt cement or refined 
tar manufactured of bituminous material obtained from a sim- 
ilar source to that which he proposes to use shall have been 
in continuous and successful use in bituminous pavements 
constructed by the mixing method or in bituminous macadam 
pavements for a period of at least two years previous to the 
date of the letting in which his proposal was submitted. 

44. Asphal Cement ''A" Optional With Asphalt Cements "B'' 
"Cr "T)" and Refined Tars ''E" and ''F." 

(I) Asphalt Cement "A" shall be homogeneous, free from 
water and shall not foam when heated to 177° C. (350° F.). 

(II) It shall show a flash point of not less than 205° C. 
(400" F.) when tested in the New York State Board of Health 
Closed Oil Tester. 

(III) Its specific gravity, at a temperature of 25° C. 
(77° F.) shall be not less than 0.960 nor more than 1.000. ' 

(IV) When tested with a standard No. 2 needle by means 
of a standard penetrometer, it shall show penetrations within 
the following limits for the conditions stated, the penetrations 
being expressed in hundredths of a centimeter, 100 gram load, 
5 seconds, at 25° C. (77° F.), from 100 to 120; 200 gram load, 
1 minute, at 4° C. (39° F.), not less than 50. 

(V) Its melting point as determined by the cube method 
shall be not less than 60° C. (140° F.). 

(VI) When 50 grams of the material is maintained at a 
uniform temperature of 163° C. (325° F.) for 5 hours in an 
open cylindrical tin dish 51/0 centimeters (about 214 inches) 
in diameter, with vertical sides measuring approximately 3% 
centimeters (about 1^2 inches) in depth, the loss in weight 

21 



shall not exceed 2.0 per cent of the original weight of the 
sample. 

The penetration of the residue, when tested as described 
in Clause (IV) with a standard No. 2 needle under a load of 
100 grams, for 5 seconds at 25° C. (77° F.) shall be not less 
than one-half the penetration of the original material tested 
under the same condition. 

(YII) Its bitumen as determined by its solubility in chem- 
ically pure carbon disulphide at room temperature, shall be 
not less than 99.5 per cent. 

(VIII) It shall be soluble in chemically pure carbon tetra- 
chloride at room temperature, to the extent of not less than 
99.5 per cent, of its bitumen as determined by Clause (VII). 

(IX), It shall be soluble in 86° to 88° Baume paraffin naph- 
tha, of which at least 85.0 per cent distills between 35° and 
65° C. (95° and 149° F.), to the extent of not less than 75.0 
per cent, nor more than 85.0 per cent of its bitumen as deter- 
mined by Clause (VII.) 

(X) It shall yield not less than 8.0 per cent nor more than 
12.0 per cent of fixed carbon. 

45. Asphalt Cement ''B" Optional With Asphalt Cements 
''A/' "Cr ''T)r and Eefned Tars ''W and ''Ff' 

(I) Asphalt cement "B" shall be homogeneous, free from 
water and shall not foam when heated to 177° C. (350° F.). 

(II) It shall show a flash point of not less than 206° C. 
(400° F.) when tested in the New York State Board of Health 
Closed Oil Tester. 

(III) Its specific gravity, at a temperature of 25° C. (77° 
F.) shall be not less than 1.000 nor more than 1.030. 

(IV) AVhen tested with a standard No. 2 needle by means 
of a standard penetrometer, it shall show penetrations within 
the following limits for the conditions stated, the penetrations 
being expressed in hundredths of a centimeter, 100 gram load, 
5 seconds, at 25° C. (77° F.), from 90 to 110; 200 gram load, 
1 minute, at 4° C. (39° F.), not less than 15. 

22 



(Y) Its melting point as determined by the cube method 
shall be not less than 30° C. (86° F.). 

(VI) When 50 grams of the material is maintained at a 
uniform temperature of 163° C. (325° F.) for 5 hours in an 
open cylindrical tin dish 5% centimeters (about 2^4 inches) in 
diameter, with vertical sides measuring approximately 3% cen- 
timeters (about 1% inches) in depth, the loss in weight shall 
not exceed 2.0 per cent, of the original weight of the sample. 

The penetration of the residue, when tested as described in 
Clause (IV) with a standard No. 2 needle under a load of 100 
grams, for 5 seconds at 25° C. (77° F.) shall be not less than 
one-half the penetration of the original material tested under 
the same conditions. 

(VII) Its bitumen, as determined by its solubility in chem- 
ically pure carbon disulphide at room temperature, shall be 
not less than 99.5 per cent. 

(VIII) It shall be soluble in chemically pure carbon tetra- 
chloride at room temperature, to the extent of not less than 
99.5 per cent of its bitumen as determined by Clause (VII). 

(IX) It shall be soluble in 86° to 88° Baume paraffin 
naphtha, of which at least 85.0 per cent, distills between 35° 
and 65° C. (95° and 149° F.), to the extent of not less than 
75.0 per cent, nor more than 85.0 per cent, of its bitumen as 
determined by Clause (VII). 

(X) It shall yield not less than 9.0 per cent, nor more 
than 13.0 per cent, of fixed carbon. 

46. Asphalt Cement ''C" Optional ^Yith Asphalt Cements 'M/' 
''Br '^Br and Refined Tars ''E" and ''Fr 

(I) Asphalt cement "C" shall be homogeneous, free from 
water and shall not foam when heated to 177° C. (3,50° F.). 

(II) It shall show a flash point of not less than 205° C. 
(400° F.) when tested in the New York State Board of Health 
Closed Oil Tester. 

(III) Its specific gravity, at a temperature of 25° C. (77° 
F.) shall be not less than 1.025 nor more than 1.045. 

23 



(TV) When tested with a standard No. 2 needle by means 
of a standard penetrometer, it shall show penetrations within 
the following limits for the conditions stated, the penetrations 
being expressed in hundredths of a centimeter : 100 gram load, 
5 seconds, at 2,5° C. (77° F.), from 110 to 130; 200 gram load, 
1 minute, at 4° C. (39° F.) not less than 30. 

(Y) Its melting point as determined by the cube method 
shall be not less than 40° C. (104° F.). 

(VI) When 50 grams of the material is maintained at a 
uniform temperature of 163° C. (325° F.) for 5 hours in an 
open cylindrical tin dish 5i/'2 centimeters (about 214 inches) 
in diameter, with vertical sides measuring approximately 3V2 
centimeters (about li/^ inches) in depth, the loss in weight shall 
not exceed 2.0 per cent, of the original weight of the sample. 

The penetration of the residue, Avhen tested as described 
in Clause (IV) with a standard No. 2 needle under a load of 
100 grams for 5 seconds at 25° C. (77° F.) shall be not less 
than one-half the penetration of the original material tested 
under the same conditions. 

(VII) Its bitumen, as determined by its solubility in chem- 
ically pure carbon disulphide at room temperature, shall be 
not less than 99.5 per cent. 

(VIII) It shall be soluble in chemically pure carbon tetra- 
chloride at room temperature, to the extent of not less than 
99.5 per cent of its bitumen as determined by Clause (VII). 

(IX) It shall be soluble in 86° to 88° Baume paraffin naph- 
tha, of which at least 85.0 per cent distills between 35° and 
65° C. (95° and 149° F.) to the extent of not less than 70.0 
per cent, nor more than 80.0 per cent of its bitumen as deter- 
mined by Clause (VII). 

(X) It shall yield not less than 12.0 per cent, nor more 
than 17.0 per cent, of "fixed carbon. 

47. Asphalt Cement "D' Optional With Asphalt Cements ''A/' 
''Br "Cr ami Refined Tars ''W and. 'T/' 

(I) Asphalt cement ''D" shall be homogeneous, free from 
water and shall not foam when heated to 177° C. (350° F.). 

24 



(II) It shall show a flash point of not less than 163° C. 
(325° F.) when tested in the New York State Board of Health 
Closed Oil Tester. 

(III) Its specific gravity, at a temperature of 25° C. (77° 
F.) shall be not less than 1.035 nor more than 1.060. 

(IV) When tested with a standard No. 2 needle by means 
of a standard penetrometer, it shall show penetrations within 
the following limits for the conditions stated, the penetrations 
being expressed in hundredths of a centimeter : 100 gram load, 
5 seconds, at 2.5° C. (77° F.), from 130 to 160; 200 gram load, 
1 minute at 4° C. (39° F.), not less than 30. 

(V) When tested by means of the New York Testing Lab- 
oratory Float Apparatus, the float shall not sink in water 
maintained at 66^ C. (150° F.) in less than 120 seconds nor 
more than 180 seconds. 

(VI) When 50 grams of the material is maintained at a 
uniform temperature of 163° C. (325° F.) fot 5 hours in an 
open cylindrical tin dish 5y2 centimeters (about 214 inches) in 
diameter, with vertical sides measuring approximately 3I/2 cen- 
timeters (about II/2 inches) in depth, the loss in weight shall 
not exceed 3.0 per cent of the original weight of the sample. 

The penetration of the residue, when tested as described in 
Clause (IV) with a standard No. 2 needle under a load of 
100 grams, for 5 seconds at 25° C. (77° F.) shall be not less 
than one-half the penetration of the original material tested 
under the same conditions. 

(VII) Its bitumen as determined by its solubility in chem- 
ically pure carbon disulphide at room temperature, shall be 
not less than 94.0 per cent nor more than 98.0 per cent. 

(VIII) It shall be soluble in chemically pure carbon tetra-' 
chloride at room temperatuTe, to the extent of not less than 
98.5 per cent, of its bitumen as determined by Clause (VII). 

(IX) It shall be soluble in 86° to 88° Baume paraffin naph- 
tha, of which at least 85.0 per cent, distills between 35° and 
65° C. (95° and 149° F.) to the extent of not less than 75.0 

25 



per cent, nor more than 85.0 per cent, of its bitumen as deter- 
mined by Clause (VII). 

(X) It shall yield not less than 11.0 per cent, nor more 
than 14.0 per cent, of fixed carbon. 

(XI) Upon ignition it shall yield not less than 1.0 per 
cent, nor more than 3.0 per cent, of ash. 

48. Refined Tar "E'' Optional With Asphalt Cements "A;' 
Br "Cr "Brand- He-fined Tar ''Fr 

(I) Refined tar "E" shall be homogeneous, free from 
water, and shall not foam when heated to 121° C (250° F.). 

(II) Its specific gravity at a temperature of 25° C. (77° 
F.) shall be not less than 1.150 nor more than 1.200. 

(III) When tested by means of the New York Testing 
Laboratory Float Apparatus, the float shall not sink in water 
maintained at ,50° C. (122° F.) in less than 120 nor more than 
150 seconds. 

(IV) Its bitumen as determined by its solubility in chem- 
ically pure carbon disulphide at room temperature, shall be 
not less than 95.0 per cent., an^d it shall show not more than 
0.2 per cent, ash upon ignition of the material insoluble in 
carbon disulphide. 

(Y) When distilled according to the tentative method rec- 
ommended by Committee D-4 of the American Society for 
Testing Materials in 1911, it shall yield not more than 0.5 
per cent, distillate at a temperature lower than 170° C. (338° 
F.) ; not more than 12.0 per cent shall distill below 270° C. 
(518° F.), and not more than 25.0 per cent, shall distill below 
300° C. (572° F.) 

(YI) The total distillate from the test made in accordance 
with Clause (Y) shall have a specific gravity at a temperature 
of 25° C. (77° F.) of not less than 0.980 nor more than 1.020. 

(YII) The melting point, as determined in water by the 
cube method, of the pitch residue remaining after distillation 
to 300° C. (572° F.) in accordance with the test described in 
Clause (Y), shall be not more than 75° C..(167° F.). 

26 



49. Refined Tar "'F'' Optional With Asphalt Cements ''A'' 
"Br "C:' ''I)r and Refined Tar "E." 

(I) Refined tar "F" shall be homogeneous, free from 
water, and shall not foam when heated to 121° C. (250° F.) 

(II) Its specific gravity at a temperature of 25° C. (77° 
F.) shall be not less than 1.180 nor more than 1.300. 

(III) When tested by means of the New York Testing 
Laboratory Float Apparatus, the float shall not sink in water 
maitained at 50° C. (122° F.) in less than 150 nor more than 
180 seconds. 

(IV) Its bitumen as determined by its solubility in chem- 
ically pure carbon disulphide at room temperature, shall be 
not less than 80.0 per cent, nor more than 95.0 per cent., and 
it shall show not more than 0.2 per cent, ash upoh ignition of 
the material insoluble in carbon disulphide. 

(Y) When distilled according to the tentative method 
recommended by Committee D-4 of the American Society for 
Testing Materials in 1911, it shall yield not more than 0.5 per 
cent, distillate at a temperature lower than 170° C. (338° F.) ; 
not more than 10.0 per cent, shall distill below 270° 0. (518° 
F.), and not more than 20.0 per cent, shall distill below 300° 
C. (572° F.). 

(VI) The total distillate from the test made in accordance 
with Clause (V) shall have a specific gravity at a temperature 
of 25° C. (77° F.) of not less than 1.020. 

(VII) The melting point, as determined in water by the 
cube method, of the pitch residue remaining after distillation 
to 300° C. (572° F.) in accordance with the test described in 
Clause (V), shall be not more than 75° C. (167° F.). 

50. Delivery — The asphalt cement or refined tar shall be 
delivered in suitable containers, far enough in advance of its 
use in the work to permit the necessary tests to be made. 
Each container shall be plainly labeled with the trade name 
of the asphalt cement or refined tar, name of manufacture, 
gross weight and net weight. Each shipment and each carload 
shall be kept separate. 

27 



Bills of Lading — The Contractor shall furnish the Engineer 
on or before the arrival of each shipment at or near the site 
of the work, bills of lading, or correct copies thereof, which 
shall state the trade name of the asphalt cement or refined 
tar, and the name and address of the Company manufactur- 
ing and supplying it. 

51. Samples — Samples will be taken by the Engineer from 
each carload of asphalt cement or refined tar when delivered 
at the work, unless satisfactory arrangements can be made for 
sampling before shipment. Such samples shall be analyzed by 
the Engineer to assure the delivery of an asphalt cement or 
refined tar of the specified quality and to determine, for pur- 
pose of payment, the quantity of bitumen. 

52. Worlc Included — Under this item the Contractor shall 
furnish and deliver on the work at such points as directed an 
asphalt cement or refined tar which conforms with the speci- 
fications of any one of the asphalt cements or refined tars 
given above. 

53. Measurement and Payment — The quantity of bitumen in 
the asphalt cement or refined tar, to be paid for under this 
item, shall be the number of tons, determined in accordance 
with the paragraph headed ''Samples!' contained in the asphalt 
cement or refined tar placed in the pavement in accordance 
with the specifications and requirements, or used as directed 
for other purposes. The percentage of bitumen determined 
by an average of the analyses of the acceptable samples taken 
by the Engineer during a given month shall be used as the 
basis for payment for the asphalt cement or refined tax used 
during that month. Asphalt cement or refined tar that is 
wasted shall not be included in the measurement under this 
item. The price stipulated in this item shall include the cost 
of furnishing, hauling and delivering the asphalt cement or 
refined tar at the work, and all expenses incidental thereto. 



28 



r 



SPECIFICATIONS FOR SEWER CONSTRUCTION. 



TRENCHES. 



Leitgth of Tren"ch. 

1. Unless otherwise directed or permitted not more than 
. . . feet of any trench in advance of the end of the bnilt 
sewer shall be open at any time; and unless written permis- 
sion to the contrary is given, the trench shall be excavated 
to its full depth for a distance of at least . . . feet more than 
the minimum length of sewer permitted to be laid in it (see 
sections 152 and 158). Trenches for house connection drains 
shall not be open on both sides of the street at the same time, 
unless permission has previously been given to close the street. 
Unless otherwise directed, each trench for basin connections 
and house connection drains shall be fully excavated for its 
entire length before any pipes are laid therein. 

Sheetiis^g a^s^d Beacing. 

2. Where necessary, the sides of the trenches and excava- 
tions shall be supported by adequate sheeting and bracing. 
Steel sheeting may be used only where shown on the plan or 
directed. Sheeting and bracing will be paid for only when 
left in place by written order, in which event the amount 
left in place will be paid for at the contract price for such 
material. Unless specially permitted, sheeting against which 
concrete is placed shall not be removed, but such sheeting will 
not be paid for unless ordered to be left in place to protect 
the sides of the trenches and excavations. The Contractor 
will be held accountable and responsible for the sufficiency 
of all sheeting and bracing used, and for all damage to per- 
sons or property resulting from the improper quality, strength, 
placing, maintaining or removing of the same. 

3 



Sheeting In Soft Material. 

3. Where the material to be excavated is of such a char- 
acter or other conditions are such as to render it necessary, 
the sheeting shall be closely driven and to such depth below 
the bottom of the sewer as may be directed. 

Tunneling. 

4. All work shall be done in open trenches or excavations, 
no tunneling" shall be done except with the consent of the En- 
gineer. 

Trees and Stumps. 

5. The Contractor shall grub and clear the surface over 
the trenches, and the excavations of all trees, stumps, stones 
and any other incumbrances affecting the prosecution of the 
work, and shall remove them from the site. 

Material To Be Disinfected. 

6. If required by the Engineer, any or all of the excavated 
material shall be satisfactorily disinfected or deodorized or 
immediately removed from the work.* 

Roadway, Sidewalks, Etc., To Be Kept Clear. 

7. Unless permission is given to the contrarj^, the excavated 
material -and materials of construction shall be so deposited, 
and the work shall be so conducted as to leave open and free 
for pedestrian traffic all crosswalks, a space on each sidewalk 
not less than one-third the width of the sidewalk and not less 
than 3 feet in width, and for vehicular traffic a roadway not 
less than 8 feet in width. All street hydrants, water gates, 
fire alarm boxes and letter boxes shall be kept accessible for 
use. Not more than . . . linear feet of sidewalk shall be used 
at any time for storage of materials from any one trench. 
During the progress of the work the Contractor shall maintain 
such crosswalks, sidewalks and roadways in satisfactory con- 
dition, and the work shall at all times be so conducted as to 
cause a minimum of inconvenience to public travel, and to 

4 



permit safe and convenient access to private and public prop- 
erty along the line of the work. 

Surplus Material. 

8. If all of the excavated material cannot be stored on 
the street in such a manner as to maintain the traffic condi- 
tions hereinbefore specified, the surplus shall be removed from 
the work and stored. After the construction of the sewer, 
so much of this material as is of satisfactory quality and 
necessary for the purpose shall be brought back and used 
for backfilling the trench. 

Material from first . . . feet to be carted away. 

9. Where directed, in built-up districts and in streets 
where traffic conditions render it necessary, the material ex- 
cavated from the first . . . feet of trenches shall be removed 
by the Contractor as soon as excavated, and the material sub- 
sequently excavated, if suitable for the purpose, shall be used 
to backfill the trenches in which the sewers have been built 
and neither the excavated material nor materials of construc- 
tion shall be stored on the roadways or sidewalks. 

Fence. 

10. Where required by the Engineer, suitable fences shall 

be placed along the sides of the trenches to keep the streets 

safe for traffic. 

Temporary Bridges. 

11. Crosswalks, where intersected by trenches, shall if 
required be temporarily replaced by substantial timber bridges 
not less than 3 feet wide, with side railings. Where required, 
suitable temporary bridges for vehicles shall be provided and 
maintained across trenches. 

Disposal of Water From Trenches. 

12. The Contractor shall at all times during the progress 
of the work keep the trenches and excavations free from 
water. Water from the trenches and excavations shall be 
disposed of in such a manner as will neither cause injury to 

5 



the public health, nor to public or private property, nor to 
the work completed or in progress, nor to the surface of the 
streets, nor cause any interference with the use of the same 
by the public. 

Cost To Be Covered. 

13. The cost of all labor required to be done and all ma- 
terials required to be furnished in the performance of all of 
the work specified in paragraphs 1 to 12, inclusive, except as 
otherwise provided, shall be covered by all the contract prices 
for all the items for which there are contract prices. 



EARTH EXCAVATION. 

14. Earth excavation shall include the removal of all ma- 
terial other than rock as defined in sections 21 and 22. 

Width of Trench For Sewers, Etc. 

15. The minimum widths of trenches in earth for pipe 
sewers, basin connections, house connection and other drains 
not over 18 inches in diameter, shall be such as to give a 
clearance of 8 inches on each side of the barrel of the pipe, 
and for those of larger diameters, of 10 inches on each side 
of the barrel of the pipe, and all such trenches shall have a 
clear width equal to the maximum widths of the cradles of 
the sewers to be laid in them, when such cradles are wider 
than the minimum ^vidths hereinbefore specified. The min- 
imum clear widths of trenches in earth for other sewers shall 
be the greatest external width of the structures, including 
the necessary forms, to be built therein. 

Excavation For Manholes,- Etc. 

16. Where a riser, manhole or other appurtenance or the 
foundation therefor extends beyond the exterior lines of the 
sewer or its foundation, the minimum excavation in earth re- 
quired for the same shall be that contained in a prism with 
vertical sides and a horizontal section equal to the smallest 

6 



rectangle which will enclose such appurtenance and its foun- 
dation. 

Excavation For Receiving Basins,. Etc. 

17. The minimum dimensions of the excavation in earth 
for brick receiving basins, catchbasins and flush tanks shall be 
such as to give a clearance inside the sheeting of 1 foot on all 
sides above the foundation, but in all such cases the excavation 
shall be large enough to include the foundation for the struct- 
ures shown on the plan. The excavation for concrete catch 
basins and flush tanks shall be of such dimensions as to per- 
mit the proper placing and removal of the necessary forms. 

Depth of Trenches. 

18. Trenches shall be excavated to the depths required 
for the foundations of the sewers and appurtenances shown 
on the plan, and where conditions are such as to make it neces- 
sary, to such additional depths as may be directed. Where 
pipe is laid without a cradle, the bottoms of trenches shall 
be excavated to fit the lower third of the pipe, and excava- 
tions shall be made to receive the hubs. All irregularities in 
the bottoms of trenches shall be filled up to the required grade 
with suitable material. 

Cost To Be Covered. 

19. The cost of all labor required to be done and all ma- 
terials required to be furnished in the performance of all the 
work specified in paragraphs 14 to 18, inclusive, except as 
otherwise provided, shall be covered by all the contract prices 
for all the items for which there are contract prices. 

Additional Earth Excavations. 

20. When there is a contract price for additional earth 
excavation, it shall cover the cost of excavating all material 
(other than rock) ordered to be excavated beyond the lines 
and depths herein specified in sections 15 to 18, inclusive, 
and also the cost of excavating all material within the lines 
f 7 



of the trenches above the surface of the ground as shown on 
the plan, when such material has not been placed there by 
the Contractor. This contract price shall also cover the cost 
of filling such excavations with approved material. Where 
no price is named in the contract for additional earth excava- 
tion, the cost of the several items enumerated above shall be 
covered by all the contract prices for all the items for which 
there are contract prices. 



ROCK EXCAVATION. 

Defi:ntitio^. 

21. Rock excavation shall include the excavation and re- 
moval of the following materials : 

a. Rock which shall be determined to be of such a char- 
acter as to warrant its removal by blasting, in order to insure 
the prompt and proper prosecution of the work. 

b. Boulders and pieces of rock, masonry in mortar, and 
concrete, each of which contains one-third cubic yard or more, 
except the masonry and concrete of old sewers and their ap- 
purtenances. 

22. Pieces of rock, masonry, concrete or boulders which 
fall or slide into the trench from beyond the lines thereof as 
herein defined, ^vill not be measured, and the cost of the re- 
moval of the same shall be covered by all the contract prices 
for all the items for which there are contract prices. 

Width of Trench. 

23. The required width of trench in rock for pipe sew- 
ers, basin connections, house connections and other pipes will 
be such as to give a clearance of one foot on each side of the 
pipe, exclusive of spurs and hubs, the required width of trench 
in rock for other sewers and drains will be such as to give a 
clearance of one foot on each side of the structure to be built 
therein at its greatest external width. Where a riser, man- 
hole or other appurtenance, or the foundation therefor, ex- 

8 



tends beyond the exterior lines of the sewer or its foundation, 
the excavation in rock required for the same will be that 
contained in a prism with vertical sides and a horizontal 
section one foot wider on each side than the smallest rectan- 
gle which will enclose such appurtenance and its foundation. 
The required dimensions of the excavation in rock for re- 
ceiving basins, catch basins and flush tanks will be such as 
to give a clearance of one foot on all sides above their foun- 
dations. 

Depth of Trench. 

24. The rock shall be excavated to the depths required 
for the cradles and foundations of the structures as shown on 
the plan, and not less than 4" below the outside of the barrel 
for the pipe sewers. 

Measurement. 

25. The volume of rock to be paid for will be that con- 
tained in prisms with vertical sides and of such dimensions 
as to give the widths and clearances hereinbefore specified 
from the bottoms of the trenches, as specified and as sho^vn 
on the plan to the surface of the rock. 

Rock Stripped. 

26. Rock shall be stripped in sections, which unless other- 
Avise permitted, shall be not less than 50 feet in length, and 
the Engineer shall then be notified in order that he may meas- 
ure the same. Rock excavated or blasted before such measure- 
ment is made will not be paid for. 

Excavation For Branches. 

27. Wherever a branch for a proposed sewer or extension 
of a sewer is built in rock, the required trench shall be ex- 
cavated for a distance of not less than 5 feet beyond the end 
of such branch, in the direction of the proposed sewer or ex- 
tension. 

Blasting. 

28. All blasting operations shall be conducted in strict ac- 
cordance with existing ordinances and regulations relative to 

9 



rock blasting and the storage and nse of explosives. Any 
rock excavation within 5 feet of a water main less than 36 
inches in diameter, and within 10 feet of a water main 36 
inches or more in diameter, shall be done with very light 
charges of explosives, or, if directed, without blasting, and 
the utmost care shall be used to avoid breaking or disturbing 
the main. 

Exposed Structure To Be Protected. 

29. All exposed sewers, manholes, receiving basins and 
other structures shall be carefully protected from the effects 
of blasts. Any damage done to such structures shall be 
promptly repaired by the Contractor at his own expense. 

Price To Cover. 

30. The contract price for rock excavation shall cover 
the cost of all labor and materials required to excavate and 
remove all rock as specified, and without regard to its sub- 
sequent use. When there is no contract price for rock ex- 
cavation the cost of excavating and removing rock shall be 
covered by all the contract prices for all the items for which 
there are contract prices. 



BACKFILLING. 
Backfilling Around Sewers^ Etc. 

31. Unless otherwise specified or directed, all trenches and 
excavations shall be backfilled immediately after the structures 
are built therein. For a depth of at least 2 feet over the top 
of sewers, basin connections, house connections and other 
drains, the material used for backfilling trenches as excavated 
shall be clean earth, sand or rock dust. It shall be carefully 
deposited in uniform layers not exceeding 6 inches in depth, 
and unless otherwise permitted each layer shall be carefully 
and solidly tamped with appropriate tools in such a manner 
as to avoid injuring or disturbing the completed work. 

10 



Backfilling For Remainder of Trench. 

32. Backfilling for the remainder of the trenches as ex- 
cavated shall be approved material free from organic matter 
and containing no stones over 10 inches in their largest dimen- 
sions. Stones which are used in backfilling shall be so distrib- 
uted through the mass that all interstices are filled with fine 
material. Backfilling shall be deposited as directed, and un- 
less otherwise permitted shall be spread in layers and solidly 
tamped. 

Backfilling Around Manholes, Receiving Basins, Etc. 

33. Backfilling within 2 feet of manholes, house connec- 
tion drains, receiving basins, inlet basins, flush tanks and 
other structures shall be of the same quality as that specified 
in sections 31 and 32. It shall be uniformly deposited on all 
sides and unless otherwise permitted solidly tamped in such 
a manner as to avoid injuring the structures or producing 
unequal pressures thereon. 

Puddling. 

34. Backfilling shall, if required, be flooded or puddled 
with water as the work progresses, instead of being tamped. 

Cavities Filled. 

35. When sheeting is drawn, all cavities remaining in 
or adjoining the trench shall be solidly filled. When sheeting 
is left in place, all cavities behind such sheeting shall be sol- 
idlly filled as directed. 

Defienct of Filling. 

36. Unless otherwise shown on the plan, trenches shall 
be backfilled to the height of the surface of the ground as it 
existed at the commencement of the work. Should there be 
a deficiency of proper material for the purpose, the Contractor 
shall furnish and place such additional material as may be 
required. 

11 



Temporary Bulkheads. 

37. For retaining backfilling only temporary bulkheads 
will be allowed. Such bulkheads shall not be of stone, and 
they shall be removed as the trenches are backfilled. 

Curves^ Branches, Etc., Not To Be Covered. 

38. Sewers built on curves, also drains, basin connections, 
house and sewer connections and intersections, ends of sew- 
ers and branches shall not be covered until the Engineer shall 
have inspected, measured and located the same, and given 
permission to backfill the trenches over them. 

Removal of Surplus Material. 

39. As trenches are backfilled, the Contractor shall remove 
all surplus material and regrade and leave free, clear and in 
good order all roadways and sidewalks to within . . . feet of 
the end of the completed work. During the progress of, and 
until the final payment for and acceptance of, the work, he 
shall maintain in good and safe condition the surface of the 
street over all trenches, and promptly fill all depressions over 
and adjacent to trenches caused by settlement of backfilling. 
In case of failure or neglect on the part of the Contractor 
to comply with the requirements of this paragraph within 24 
hours after the service upon him of a written notice so to 
do, the . . , may furnish all materials and do all work re- 
quired, and the cost thereof will be charged to the Contractor 
and deducted from any moneys due or to become due him 
under this contract. All surplus material or any part thereof 
shall, if required, be deposited as directed on the streets and 
avenues within the limits of this contract where surfaces are 
below grade, and in such a manner as to leave the surfaces 
of the filled material even. 

Cost Ii^"cluded. 

40. The cost of all labor required to be done and all ma- 
terials required to be furnished in the performance of all 

12 



the work specified in sections 31 to 39, inclusive, shall be cov- 
ered by all the prices for the items for which prices are named 
in the contract. 



CEMENT. 
Quality. 

41. All cement used in the work shall be high-grade Port- 
land cement of well-established and approved brands. 

Specific G-ravity; Weight. 

42. The cement shall have a specific gravity of not less 
than 3.10 after being thoroughly dried at 212° F. It shall 
weigh not less than 376 pounds net, to the barrel, 4 bags of 
94 pounds each being considered equivalent to a barrel. For 
the purpose of measurement one bag shall be considered as 
the equivalent of one cubic foot. 

Fineness. 

43. The cement shall be dry, finely ground, of uniform 
color and free from lumps. It shall leave a residue of not 
more than 8 per cent, by weight when passed through a No. 
100 sieve, and not more than 25 per cent, when passed through 
a No. 200 sieve. 

Tensile Steength. 

44. Standard briquettes shall develop, within the periods 
.ipecified, tensile strength not less than that shoMTi in the fol- 
lowing table : 

Neat Cement. Lbs. per sq. 

in. 

24 hours in moist air 175 

7 days (1 day in moist air, 6 days in water) 500 

28 days (1 day in moist air, 27 days in water) 600 

Mortar consisting of 1 part cement and 3 parts of standard 
Ottawa sand, by weight. 

7 days (1 day in moist air, 6 days in water) 180 

28 days (1 day in moist air, 27 days in v.-ater) 225 

13 



The average of the tensile strength developed at each age 
by the briquettes in any set from one sample will be consid- 
ered the strength of the sample at that age, excluding any 
results that are manifestly faulty. The average strength of 
briquettes at 28 days shall be greater than the average strength 
at 7 days, and if tests are made after 28 days the strength 
shall be not less than that at 28 days. 

Soundness. 

45. Pats of neat cement, when tested for constancy of 
volume or soundness, shall remain firm and hard and show 
no sign of checking, cracking, distortion or disintegration. 

Setting. 

46. Unless otherwise required, cement shall not develop 
initial set in less than 30 minutes, and shall develop final set 
in not less than 1 hour nor more than 10 hours. Quick-set- 
ting cement of an approved brand shall, if required, be kept 
on the work in sufficient quantity to provide for any contin- 
gency requiring the use of the same. 

Testing. 

47. Cement will be subjected to such tests as the Engineer 
may deem necessary, and such tests will be made in accordance 
with the methods recommended by the Committee on Uniform 
Tests of Cement of the American Society of Civil Engineers. 

Re-Testing. 

48. Any cement which shall have been kept in storage 
after testing for -a sufficient time to warrant it, shall be re- 
tested. Any prior acceptance shall be considered void and 
the acceptance or rejection of the cement shall depend upon 
the results of the latest tests. 

Approval of Brand May Be Rescinded. 

49. The engineer may at any time rescind the approval of 
any brand of cement that develops qualities which in his 
opinion unfit it for use in the work. 

14 



Samples. 

50. The contractor shall notify the engineer of the arrival 
of cement on the work, and fnrnish snch facilities as may be 
required for obtaining samples for testing. Samples will be 
taken so as to fairly represent the material. The number of 
packages sampled and the quantity to be taken from each will 
depend upon the importance of the work and the number of 
tests to be made. 

Delivery and Storing. 

51. Cement shall be delivered on the work in barrels or 
approved bags of uniform size with the brand and the name of 
the manufacturer plainly marked thereon, and shall be imme- 
diately stored in a dry place and carefully protected from the 
weather. A sufficient stock of cement shall be kept on the 
work in advance of the necessity for its use to permit of the 
making of the required seven-day tests. Except by written 
permission, no cement shall be used before it has been tested 
and accepted, and any concrete or masonry which may have 
been made under such permission with cement that is subse- 
quently rejected, shall be removed and replaced with concrete 
or masonry made of accepted cement. All cement found to be 
of improper or inferior quality shall be immediately removed 
from the site of the work. 

Cost to Be Covered. 

52. The cost of furnishing, storing and incorporating ce- 
ment in the work, and the cost of samples required for testing, 
shall be covered by the contract prices for the structures or 
classes of work in connection with which the cement it used. 



MORTAR. 

Composition. 

53. All mortar used in the work, unless otherwise specified, 
shall be composed of 1 volume of cement, as in the original 
package, and 2 volumes of sand. Mortar used in the haunch 

f 15 



walls of brick sewers shall be composed of 1 volume cement 
and 3 volumes of sand. 

Sand. 

54. The sand shall be clean and sharp, free from dirt, 
loam, mica and organic matter, and shall contain not more 
than 8 per cent, by volume of clay, and no clay shall be artifici- 
ally added. 

Mixing. 

55. Mortar shall be mixed in a suitable box or on a tight 
platform, and never upon the ground. The cement and sand 
shall be thoroughly mixed dry, until the mixture has a uni- 
form color. Clean, fresh water shall then be added and the 
mass worked until a mortar which is uniform and of the re- 
quired consistency is produced. Mortar shall be mixed in no 
greater quantity than is required for the work in hand, and 
any that has set sufficiently to require retempering shall not 

be used. 

Freezing Weather. 

56. The mixing and use of mortar in freezing weather 
shall be subject to the same requirements as hereinafter speci- 
fied for mixing and placing concrete under similar conditions. 

Cost Covered. 

57. The cost of all labor and materials required to furnish 
and place mortar in the work, as specified, shall be covered by 
the contract price for the structure or class of work in con- 
nection with which the mortar is used. 



CONCRETE. 
Class A Concrete. 

58. Class A concrete shall be made of 1 part of cement, 
2 parts of sand and 4 parts of broken stone or gravel. 

Broken stone for Class A concrete shall be hard, sound and 
durable and shall not contain loam, clay, organic matter, ob- 
jectionable quantities of dust or other improper material. 

;10 



Broken stone for Class A concrete shall be the run of the 
crusher that will pass through a screen with circular openings 
1 inch, 114 inch and 2 inches in diameter and be retained on a 
screen Avith openings % inch in diameter. Gravel shall be of 
hard, sound, .durable material equal in quality to that specified 
for broken stone. It shall be clean and of the sizes herein 
specified for broken stone. 

Class B Concrete. 

59. Class B concrete shall be made of 1 part of cement, 
2% parts of sand and 5 parts of broken stone or gravel. 

Broken stone, gravel and sand for Class B concrete shall in 
all respects comply with the requirements specified for the 
same materials for Class A concrete. 

Class C Con"orete. 

60. Class C concrete shall be made of 1 part of cement, 
3 parts of sand and 6 parts of broken stone or gravel. Broken 
stone for Class C concrete shall be the run of the crusher that 
will pass through a screen with circular openings 1 inch, 1% 
inch and 2 inches in diameter and be retained on a screen with 
circular openings % i^ich in diameter. Gravel for Class C 
concrete shall be as specified for Class A concrete. 

Broken stone, gravel and sand fot Class C concrete shall 
in all respects comply with the requirements for similar ma- 
terials for Class A concrete, except as to sizes as above spec- 
ified. 

Rubble Concrete. 

61. Rubble concrete shall consist of Class B concrete with 
large stones embedded therein. 

The embedded stones shall be hard, sound and durable, 
roughly cubical in shape and of such sizes as may be deemed 
suitable for the mass in which they are to be used. They shall 
be laid on their largest beds and be so placed in the work 
that they will not be nearer than 9 inches to the bottom of a 
footing, to an expansion joint, to any surface or to each other. 
The stones after having been thoroughly cleaned and wetted 

17 



shall be firmly bedded in the concrete. The joints shall then 

be filled and the stones covered with concrete to such a depth 

that the spacing specified will be obtained. The stones shall 

not be placed directly on any concrete which has acquired its 

initial set. 

Measuring Ingredients. 

62. For the purpose of determining the proportions of 
the materials for concrete, each bag of cement will be con- 
sidered as containing 1 cubic foot and the other ingredients 
shall be measured by an approved method. 

Water. 

63. . Only clean, fresh water shall be used for concrete. 

Mixing. 

64. Unless permitted to be mixed by hand, concrete shall 
be mixed in approved mechanical batch mixers, so constructed 
and operated that the ingredients of the concrete may be ac- 
curately measured and will be thoroughly mixed. Enough 
water shall be added during the mixing to bring the concrete 
to the required consistency, which for concrete laid in place 
shall generally be such that the concrete may be poured into 
place without causing the separation of the stones from the 
mortar. When concrete is mixed by hand the broken stone 
or gravel shall be thoroughly wet before it is used. The ce- 
ment and sand shall be mixed in the proper proportions dry 
until the mixture has a uniform color. It shall then be made 
into mortar of the desired consistency. The broken stone shall 
be added and the entire mass turned until each stone is en- 
tirely coated with mortar. 

Placing Concrete. 

65. Concrete shall be mixed only in such quantity as 
is required for the work in hand, and any that has set suf- 
ficiently to require re-tempering shall not be used. Any con- 
crete in which the water has separated from the solid matter 
shall be satisfactorily remixed before being placed. The con- 

18 



Crete shall be so deposited in the work as to prevent the separa- 
tion of the stone from the mortar. It shall be deposited in as 
nearly a continuous operation as practicable and shall be 
worked, tamped, spaded or rammed with suitable tools to 
produce a dense and compact mass. When the operation of 
placing concrete is interrupted the concrete in the work shall, 
if required, be confined by suitable temporary forms or bulk- 
heads. When concrete is to surround re-inforcing rods, struct- 
ural steel or wire netting, it shall be so deposited as to work 
closely around such material. When a comparatively dry con- 
crete is used it shall be deposited in horizontal layers not 
exceeding 6 inches in depth and solidly tamped. 

Joining Old And New Conceete. 

66. When fresh concrete is to be laid on or adjoining 
concrete already set, the surface of the latter shall be thor- 
oughly cleaned, washed and roughened, and coated with a 
grout of neat cement before the fresh concrete is deposited. 

Forms And Centers. 

67. The Contractor shall provide all necessary forms and 
centers for shaping concrete. They shall be true to the re- 
quired shapes and sizes, strong enough and so secured in 
place as to withstand all operations incidental to placing the 
concrete, and watertight, and the faces against which the 
concrete is to be placed shall be satisfactorily smooth and 
clean. When lumber is used in forms and centers for exposed 
faces it shall be of seasoned stock and shall be coated as 
directed with an approved lubricant. 

Eemoval of Forms And Centers. 

68. Forms and centers shall be left in place until the 
concrete has set sufficiently to permit their removal without 
danger to the structure, and until so much of the backfilling 
or embankment as may be directed has been put in place. 
No forms or centers shall be struck or removed until permis- 
sion to do so has been given by the Engineer. 

19 



Exposed Surfaces. 

69. Special care shall be used to secure smooth and uni- 
form finish to the surfaces of concrete which will be exposed 
in the completed structure. Immediately after the removal 
of the forms such surfaces if uneven shall be rubbed smooth 
to a uniform and satisfactory finish. All exposed edges of 
concrete shall be neatly rounded as directed, and if any voids, 
projections or other imperfections be found, such defects shall 
at once be corrected by tooling, cutting out and filling with 
mortar, or otherwise, as directed. 

ExpANsio^T Joints. 

/'O. Expansion joints shall be provided in such manner 
and at such places as are shown on the plan or as may be 
directed. All unavoidable joints shall be made as shown on 
the plan or as directed. 

Depositing Concrete Under Water. 

71. Whenever it becomes necessary to place concrete un- 
der water, it shall be deposited by means of drop-bottom buck- 
ets, closed chutes or other approved method. Concrete so 
deposited shall be carefully spread without tamping. 

Freezing Weather. 

72. In freezing weather, until the temperature falls to 
24° F. the water used for concrete shall, if directed, be heated 
to an approved temperature, and if directed, 1 per cent, by 
weight of salt shall be added to the water for each degree 
Fahrenheit that the temperature of the air is below 32° F. 
Other materials for concrete shall be heated sufficiently to 
remove all frost and ice. No concrete shall be laid when the 
temperature of the air is below 24° F. 

Protection. 

73. Concrete shall be allowed to set for such time as 
may be directed before it is worked or walked upon, or before 
backfilling or other material is placed upon or against it. It 

30 



shall not be flooded with water until it has sufficiently set. 
Concrete shall be carefully protected from injury by freez- 
ing and from the drying effects of the sun and wind by cover- 
ing it with canvas, bagging, hay or other suitable and ap- 
proved materials. Such protection shall be placed as soon as 
the concrete is in condition to receive it, and except in freez- 
ing weather, the covering as well as the concrete shall be 
kept wet. for such time as may be directed. 

Measurement. 

74, The amount of concrete to be paid for as such will 
be all concrete put in place as shown on the plan or as directed, 
except such concrete shown on the plan as parts of structures 
for which there are contract prices and the cost o-f Avhich is 
hereinafter specified as covered by the contract prices for 
such structures. 

Pbices to Cover. 

75. The contract prices for the various classes of con- 
crete shall cover the cost of all labor and materials required 
to furnish, place and remove all necessary forms and centers, 
and to make, place, furnish and protect the concrete as 
specified. 



BRICK MASONRY. 
Quality of Bricks. 

76. All bricks used in the work shall be sound and hard 
burned throughout and of uniform size and quality. If re- 
quired, the bricks shall be culled immediately after they are 
brought on the work and all bricks which are warped, cracked 
or of improper size, shape or quality shall be at once removed. 
The proportion of bats permitted will be determined accord- 
ing to the character and location of the work in which they 
are to be used. When bricks are used for lining inverts and 
in neat arch courses- of sewers they shall be specially selected 
and no bats shall be used except for closers. 

21 



Vitrified Bricks. 

77. Where shown on the plan, vitrified bricks of approved, 

size and quality shall be furnished and laid. After having 

been thoroughly dried and then immersed in water for 24 

hours they shall not absorb more than 4 per cent, of their 

weight of water. 

How Laid. 

78. Bricks shall be satisfactorily wet when being laid and 
each brick shall be laid in mortar so as to form full bed, end 
and side joints in one operation. The joints shall be not wider 
than % inch, except when the bricks are laid radially, in 
which case the narrowest part of the joint shall not exceed 
34 inch. The bricks shall be laid in a workmanlike manner, 
true to line, and wherever practicable the joints shall be care- 
fully struck and pointed on the inside. Brickwork shall be 
laid with a satisfactory bond, and as it progresses shall be 
racked back in courses, unless otherwise permitted. 



BRICKWORK. 
Protection". 

79. All fresh brickwork shall be carefully protected from 
freezing and from the drying effects of the sun and wind, and 
if required, it shall be sprinkled with water at such intervals 
and for such a time as may be directed. Brickwork shall be 
protected from injuries of all sorts, and all portions which 
may become damaged or may be found defective shall be re- 
paired, or if directed, removed and rebuilt. 

Freezing Weather. 

80. In freezing weather bricks shall be heated when di- 
rected, sufficiently to remove all ice and frost. 

Measurement. 

81. The amount of brick masonry to be paid for as such 
will be all brick masonry built, as shown on the plan or as 

22 



directed, except such brick masonry shown on the plan as 
parts of structures for which there are contract prices and 
the cost of which is hereinafter specified to be covered by 
the contract prices for such structures. 

Peice To Cover. 

82. The contract. price for brick masonry shall cover the 
cost of all labor and materials required to build and protect 
the same as specified. 



CUT STONES. 

Materials. 

83. Where shown on the plan, cut stones of the required 
kind, form, dimensions and finish, shall be furnished and ac- 
curately set in full beds of mortar. The stones shall be sound, 
durable and free from rifts, seams and laminations, and other 

imperfections. 

Cost Covered. 

84. The cost of all labor and materials required to fur- 
nish and set cut stones as specified shall be covered by the 
contract price for the structure or class of work in connection 
with which they are used. 



CEMENTED RUBBLE MASONRY. 
Materials. 

85. Stones for rubble masonry shall be hard, sound, free 
from checks and shakes, as nearly rectangular as practicable, 
and unless used for trimming or closers, not less than 6 
inches thick. The stones shall be cleaned and wetted im- 
mediately before being placed in the work; they shall be laid 
on their natural beds, in full beds and joints of mortar, with 
spalls firmly embedded therein. In walls, one-third of the 
stones shall be headers extending through the walls where the 
same do not exceed 3 feet in thickness. 
f 23 



How Laid. 
85a. All rubble masonry laid in mortar shall be laid to 
line, thoroughly and satisfactorily bonded, and in courses 
roughly levelled up. When the laying of rubble masonry in 
mortar is interrupted the tops of the courses shall be left un- 
plastered. No dressing or tooling shall be done on or upon 
any stone after it is in place. Immediately before any rubble 
masonry in mortar is laid on or against any such masonry in 
which the mortar has set. the surface of such masonry shall 
be thoroughly cleaned and wetted. Rubble masonry laid in 
mortar shall not be laid in freezing weather. 

Pointing. 

86. When the faces of rubble masonry laid in mortar will 

be exposed to view in the finished work, the joints in, such 

faces shall be raked out to a depth of not less than 1 inch 

and neatly pointed with mortar composed of 1 part cement 

and 2 parts sand. 

Measurement. 

87. The amount of rubble masonry laid in mortar to be 
paid for as such will be all cemented rubble masonry built 
as shown on the plan or as directed, except such shown on 
the plan as being part of structures for which there are con- 
tract prices, and the cost of which is hereinafter specified to 
be covered by the contract prices for such structures. 

Price To Cover. 

88. The contract price for cemented rubble masonry shall 
cover the cost of all labor and materials required to construct 
the same, as specified. 



DRY RUBBLE MASONRY. 
How Laid. 
89. Dry rubble masonry shall conform to the require- 
ments specified in sections 85 and 87, except those that relate 
to the use of mortar. All joints shall be thoroughly pinned 
and wedged with suitable spalls. 

24 



Price To Cover. 

90. The contract price for dry rubble masonry shall cover 
the cost of all labor and materials required to construct the 
same, as specified. 

STONE BALLAST. 
Quality. 

91. Stone ballast shall be broken stone, clean, sound, hard 
and roughly cubical in shape and unless otherwise shown on 
the plan or directed, of sizes ranging from 1 inch to 4 inches. 
Cobbles, if satisfactory, may be used. 

Price To Cover. 

92. The contract price for stone ballast shall cover the 
cost of all labor and materials required to furnish and place 
the same as specified. 



STRUCTURAL STEEL. 
Quality. 

93. All structural steel used shall be medium steel for 
members and rivet steel for rivets made by the open hearth 
process and shall conform to the latest revised Standard Speci- 
fications for Structural Steel for Buildings adopted by the 
American Society for Testing Materials, and such tests as may 
be required shall be made in accordance therewith and at 
the places hereinafter specified. The chemical and physical 
properties of the steel shall be as follows : 

Properties considered. Medium Steel. Rivet Steel. 

Phosphorus (maximum) 0.06 per cent. 0.06 per cent. 

Ultimate tensile strength, pounds per 

square inch 55.000-65,000 48,000-58,000 

Yield point Yz ult. tens. str. ^ ult. tens, str. 

Elongation, per cent, in 8 inches 

(minimum) 1,400,000 1,400,000 

ult. tens. str. ult. tens. str. 

Character of fracture Silky Silky 

Cold bend without fracture 180° to di- 180° flat. 

ameter of one 

thickness. 

25 



Finish. 

94.' All finished material shall be free from injurious 
seams, flaws and cracks, and have a workmanlike finish. 

Variation In Weight. 

95. When steel is inspected at the mill or shop all pieces 

(except plates), which vary in weight more than 2% per 

cent, from that specified, shall be rejected, when steel is not 

inspected until it is delivered on the work such variation in 

weight will be sufficient cause for rejection when in the judg- 

inent of the Engineer the safety of the work will be impaired 

thereby. 

Workmanship. 

96. All structural steel shall be in accordance with the 
plan and approved shop drawings. All details not shown on 
the plan, and all workmanship and finish shall be equal to 
the best current practice in similar work for buildings. 

Anchor Bolts. 

97. Anchor bolts and expansion bolts shall be furnished 
where required and set in place as directed. When holes 
are drilled in masonry or concrete for such bolts, the holes 
shall be washed clean and the bolts shall be firmly embedded 
in a mortar composed of equal parts of cement and sand, 
unless other material is shown on the plan. 

Melt Numbers. 

98. Test specimens and every finished piece of steel shall 
be stamped with melt or blow number, except that small 
pieces may be shipped in bundles securely wired together, 
with the melt or blow number on a metal tag attached. 

Tests And Inspections. 

99. The required tests and inspections of structural steel 
shall, if directed, be made at the mills and shops by the 
city's authorized inspector. The Contractor shall notify the 
Engineer as to the mills and shops which are to supply the 

26 



steel, sufficiently in advance to enable the Engineer to ar- 
range for such tests and inspections and the mills and shops 
shall afford every facility for making the same. 

Mill Certificates. 

100. If it is decided not to make the tests and inspections 
at the mills, then mill certificates showing the properties of 
each melt of which the steel is made will be accepted for con- 
sideration. 

Shipping Invoices. 

101. The Contractor will be required to furnish complete 
copies of shipping invoices with each shipment of steel. 

Ceetificates^ Etc., For Information Only. 

102. Steel will not be accepted until the required in- 
spector's reports or mill certificates are received. All tests, 
inspection, reports and certificates are for the information 
of the Engineer, and he shall not be precluded on account 
thereof from requiring or making any further tests which 
he may deem necessary. 

Shop Drawings. 

103. The Contractor shall prepare complete and accurate 
shop drawings of all steel work, s^nd no shop work shall be 
done until such drawings shall have been approved. The Con- 
tractor shall furnish to the Engineer 3 complete sets of prints 
of the approved shop drawings. 

Painting. 

104. All steel shall be thoroughly cleaned of scale, rust, 
oil and dirt, and unless otherwise directed, those parts which 
are not to be bedded in concrete shall be painted with a prim- 
ing coat of the best red lead and linseed oil or such other 
paint of equivalent value as may be directed. After erection, 
the metal which will be exposed in the finished work shall 
be evenly painted with 2 coats of approved paint. No paint- 
ing shall be done on wet surfaces. 

27 



Measukement. 

105. The amount of structural steel paid for as such will 
be all structural steel placed in the work in accordance with 
the plan or directions, except any excess greater than 2% 
per cent, above the weight required, and except such structural 
steel shown on the plan as part or parts of structures for 
which there are contract prices, and the cost of which is here- 
inafter specified to be covered by the contract prices for such 

structures. 

Price To Cover. 

106. The contract price for structural steel shall cover the 
cost of all labor and materials required to furnish, fabricate, 
erect and paint the same, to furnish all test pieces, to pre- 
pare and furnish prints of shop drawings, and to drill holes 
for and set anchor and expansion bolts, where required, all 
as specified. 



STEEL REINFORCEMENT BARS. 
Shape. 

107. Steel bars for reinforcing concrete shall be of such 
shape as to afford an approved mechanical bond with the con- 
crete and to insure intimate contact between the steel and 
concrete. Plain bars may be used only when shown on the 

plan. 

Samples. 

108. The Contractor shall indicate the type of bars pro- 
posed to be used and if required shall furnish samples thereof, 
and he is cautioned not to place the order for bars until the 
type has been approved. 

Size. 

109. Each bar shall have a net cross sectional area equiv- 
alent to that designated on the plan or required, or it shall 
be the commercial size of the approved type of bar having 
a net cross sectional area next larger than that designated or 
required. 



Variation" In Weight. 

110. Eeinforcement bars will be rejected if the actual 
weight varies more than 5 per cent, from their theoretical 
weight, as shown by the manufacturer's tables. For weighing 
reinforcement bars the Contractor shall, whenever required, 
provide an accurate scale of an approved type, with a ca- 
pacity of not less than 500 pounds. 

Quality. 

111. All steel for reinforcement bars shall be made by 
the open hearth process, and shall conform to the latest re- 
vised Standard Specifications for Steel Reinforcement Bars 
adopted by the American Society for Testing Materials. 

The chemical and physical properties of the steel shall be 
as follows: 

Properties Structural Steel Grade. Hard Grade.* 

Considered. Deformed Deformed Cold twist- 

Plain bars. bars. Plain bars. bars. ed bars. 

Phosphorus, maximum 

B:ssemer 0.10 0.10 0.10 0.10 0.10 

Open Hearth .... 0.05 0.05 0.05 0.05 0.05 

Ultimate tensile 55,000 55,000 

strength pounds per to to Recorded 

sq. inch 70,000 70,000 80,000 min. 80,000 min. only. 

Yield point, min- 
imum, pounds per 

sq. inch 33,000 33,000 50,000 50,000 55,000 

Elongation, min- 
imum, per 
cent, in 8 inches . 1,400,000 1,250,000 1,200,000 1,000,000 5 per cent. 

tens. str. tens. str. tens. str. tens. str. 
Cold bend without 
fracture : 

Bars under ^-in. 

in diameter or 

thickness 180°d=:lt. 180°d=:lt. 180'°dr=3t. 180°d=4t. 180°d=2t 

Bars ^-in. in 

diameter or 

thickness and 

over ISOM^lt. 180°d=2t. 90°d=3t. 90°d=4t. 180°d=:3t. 

*The hard grade will be used only when specified. 
t=i:Nominal thickness or diameter of bar. 

29 



112. Reinforcement bars shall be rolled from billets of 
new steel; they shall be straight and free from seams, flaws, 
cracks and imperfections of all kinds. 

Tests And Inspections. 

lia The provisions of sections 95, 98, 99, 100 and 102 
relating to tests and inspections of structural steel shall also 
apply to tests and inspections of steel reinforcement bars. 

114. Test pieces 18 inches long may be cut from any of 
the bars delivered on the work, and the failure of any test 
piece to meet the specified requirements, or the failure of any 
bar when being tested or handled shall be deemed sufficient 
cause for the rejection of all steel from the melt from which 
the test piece or bar was made. 

Protection. 

115. Bars shall be protected at all times from mechanical 
injury and from the weather, and when placed in the work 
they shall be free from dirt, scale-rust, paint and oil. Bars 
which are to be embedded in concrete, but which remain ex- 
posed for some time after being placed in the work, shall, if 
directed, be immediately coated with a thin grout of equal 
parts of cement and sand. 

Cutting And Bending. 

116. Bars shall be bent to the shapes shown on the plan 
and in conformity with approved templets. When bars are 
cut and bent on the work, the Contractor shall employ com- 
petent men and shall provide the necessary appliances for the 

purpose. 

Placing. 

117. All bars shall be as long as can be conveniently 
used, accurately bent, placed, spaced and jointed as shown or 
directed, and they shall be securely held in their positions by 
approved devices until the concrete has been placed around 
them. 

30 



Joints. 

118. Where more than one bar is necessary to complete 
a required length the joints shall be made by means of ap- 
proved clamps which will develop the full strength of the 
bars or by looping the ends of the bars around each other 
in such a manner as to produce and maintain tension on the 
joint during construction or by lapping the ends of the bars, 
as directed, and wiring them together in an approved man- 
ner, or by lapping the ends of the bars for a distance of 21 
times their nominal diameters for deformed bars, and 40 times 
their nominal diameters for plain bars, and with a space not 
less than 2 inches between them. Joints in longitudinal bars 
shall be staggered as directed. 

Measueement. 

119. The weight of steel reinforcement bars paid for as 
such will be the weight computed from the lengths and theo- 
retical net sections of the steel reinforcement bars placed in 
the work in accordance with the plan or directions, except 
such steel reinforcement bars shown on the plan as part or 
parts of structures for which there are contract prices, and 
the cost of which is hereinafter specified to be covered by the 
contract prices for such structures. The weight paid for will 
not include the lengths of bars used for laps or wires, clamps 
and other devices used for spacing, jointing and securing the 
bars in place, or lugs, corrugations and irregularities which 
increase the weight of the bars above the weight of plain 
steel bars of the same net cross sectional areas, the cost of 
all of which shall be covered by the price bid for steel rein- 
forcement bars. In computing the weight of bars, 1 cubic 
foot of steel will be considered to weigh 489.6 pounds. 

Price To Cover. 

120. The concrete price for steel reinforcement bars shall 
cover the cost of all labor and materials required to furnish, 
clean, cut, bend, place, join, secure and protect the same, to 
furnish all test pieces and samples, all as specified. 

f 31 



WIRE NETTING. 
Type, Quality, Etc. 

121. Wire netting of approved type and quality, and of 
the mesh and g^auge of wire shown on the plan shall be fur- 
nished and placed where shown or directed. The netting 
shall be of steel wire. When placed in the work, wire netting 
shall be free from dirt, paint, oil and rust-scale. It shall be 
securely held in place by an approved method until the con- 
crete has been placed around it. 

Peice To Cover. 

122. The cost of all labor and materials required to fur- 
nish and place wire netting as specified shall be covered by 
the contract price for the structure or class of work in con- 
nection with which it is used. 



EXPANDED METAL. 
Type, Quality, Etc. 

123. Expanded metal of approved type and quality and 
of the weight and size of mesh shown on the plan shall be 
furnished and placed where shown or directed. When placed 
in the work, it shall be free from dirt, scale, rust, paint and 
oil. It shall be placed in position with adjoining sheets lapped 
1 mesh, and secured by an approved method until the concrete 
has been placed around it. 

Measurement. 

124. The amount of expanded metal paid for as such will 
be all expanded metal placed in the work in accordance with 
the plan or directions, except such expanded metal shown 
on the plan as part or parts of structures for which there are 
contract prices for such structures, and which is hereinafter 
specified to be covered by contract prices for such structures. 
The amount paid for will not include waste material cut 
from sheets, nor the material used for laps, nor wires, clamps 



and other devices used in joining and securing the expanded 
metal in place, the cost of all of which shall be covered by 
the contract price for expanded metal. 

Pkice To Cover. 
125. The contract price for expanded metal shall cover 
the cost of all labor and materials required to furnish, clean, 
cut, bend, place, join and secure the same as specified. 



WROUGHT IRON. 
Quality. 

126. Wrought iron shall be double-rolled, tough, fibrous 
and uniform in quality. It shall be thoroughly welded in roll- 
ing and be free from surface defects. It shall have an ultimate 
tensile strength of at least 48,000 pounds per square inch, a 
yield point of 25,000 pounds per square inch, an elongation 
of at least 20 per cent, in 8 inches, and a fracture wholly 
fibrous. Specimens shall bend cold, with the fiber, through 
180 degrees around a diameter equal to the thickness of the 
piece tested. When nicked and bent the fracture shall be at 
least 90 per cent, fibrous. 

Galvaniziitg, Pain^ting. 

127. When required by the plan exposed wrought iron 
shall be thoroughly and uniformly galvanized. When not re- 
quired to be galvanized exposed wrought iron shall be painted 
as specified in paragraph 104. 

Measukement. 

128. The amount of wrought iron paid for as such will 
DC all wrought iron placed in the work in accordance with 
the plan or directions, except any excess greater than 2% 
per cent, above the weight required, and except such wrought 
iron shown on the plan as part or parts of structures for 
which there are contract prices, and the cost of which is here- 
inafter specified to be covered by the contract prices for such 
structures. 

33 



Price To Cover. 

129. The contract price for wrought iron shall cover the 
cost of all labor and materials required to furnish, fabricate, 
erect and galvanize or paint the same, as specified, and to 
furnish all test pieces required. 



IRON CASTINGS. 
Quality. 

130. Iron castings shall be of the best foundry pig iron, 
gray, tough and free from cold shuts, blow holes and other 
imperfections. (The weight shall be conspicuously painted 
by the manufacturer with white oil paint on each casting.) 
The castings shall be sound, true to form and thickness, clean 
and neatly finished. Where required castings shall be thor- 
oughly coated with coal tar pitch varnish. 

Price To Cover. 

131. The cost of all labor and materials required to fur- 
nish, place and coat the castings as specified, shall be covered 
by the contract price for the structure or class of work in 
connection with which thev are used. 



TIMBER. 

Quality. 

132. All timber shall be ... as specified, and shall be 

sound and free from shakes, cracks, large or loose knots, and 

other defects impairing its strength or durability. It shall 

be squared to the required dimensions throughout its entire 

length. 

Placing. 

133i. Timber shall be placed as shown on the plan or di- 
rected, and where necessary shall be firmly spiked or bolted 
with approved nails, spikes or bolts of such sizes and lengths 
and at such places and in such numbers as shoAvn on the plan, 
or as directed. 

34 



Measukement. 

134. The amount of timber to be paid for as such will 
be all timber placed in the work in accordance with the plan 
or directions, except piles and timber sheeting and except 
such timber shown on the plan as part or parts of structures 
for which there are contract prices, and the cost of which 
is hereinafter specified to be covered by the contract prices 
for such structures. The amount paid for will not include 
timber used for forms, templets, centers, scaffolds, bridges (un- 
less otherwise specified), fences, guard rails or other tempo- 
rary structures, the cost of all of which shall be covered by 
all the contract prices for all the items for which there are 
contract prices. No deduction will be made in the measure- 
ment of timber on account of the spaces occupied by the piles. 

Price To Cover. 

135. The contract price for timber shall cover the cost 
of all labor and materials required to furnish, work, place and 
secure the same as specified. 



TIMBER SHEETING. 
QuAUTT, Placing, Etc. 

136. Timber sheeting and the rangers and braces for the 
same shall be of a satisfactory quality of timber and of suf- 
ficient size and strength to adequately support the sides of 
the trenches and excavations. Sheeting shall be driven in 
such a manner as to avoid cracking and splitting, and if re- 
quired, for the proper prosecution of the work, shall be 
tongued and grooved. 

When Paid For. 

137. Timber sheeting will be paid for as such only when 
left in place by written order. When sheeting is left in, so 
much of it below the surface of the ground as may be di- 
rected shall be cut off. 

35 



Measurement. 

138. The amount of timber sheeting to be paid for as 
such will be all timber sheeting, rangers and braces left in 
by written order, and will not include sheeting, rangers and 
braces left in place without such order, nor sheeting left in 
place because concrete is placed against it, nor that part of 
the sheeting that extended above the uppermost ranger after 
fiaving been driven, the cost of all of which shall be covered 
by all the contract prices for all the items for which there 
are contract prices. 

Price To Cover. 

139. The contract price for timber sheeting shall cover 
the cost of all labor and materials required to furnish, place 
and cut off the sheeting, rangers and braces as specified, and 
shall also cover the cost of all excavation necessary to place 
the same. 



PILES. 
Quality. 

140. Piles shall be of yellow pine or . . . , as specified, 
sound and free from splits, shakes and other imperfections 
impairing their strength or durability. They shall be straight, 
taper uniformly from butt to point, and if so specified shall 
be barked. Unless otherwise shown on the plan, they shall 
conform to the following dimensions : 

Length below cut-off. Minimum diameter Minimum diameter 

at point. at cut-off. 

inches. inches. 

Less than 20 feet 6 10 

20 feet to 25 feet 6 11 

26 feet to 35 feet 6 12 

36 feet to 45 feet 6 13 

46 feet and over 6 _ 14 

To determine the necessary length of piles to be used in 
the work, the Contractor may be required to drive test piles. 

141. Each pile less than 60 feet long shall be in one piece ; 
piles longer than 60 feet may be spliced in an approved man- 

36 



ner. The small ends of piles shall be pointed, and, if required, 

shall be shod with approved iron shoes. The butt ends shall 

be cut off square and protected while driving with iron bands 

or caps. 

How Driven. 

142. Piles shall be driven without the use of a follower, 
unless specially permitted. Pile heads that become split or 
broomed shall be cut off' and the driving continued. Any 
pile which splits, breaks or drives unsatisfactorily will not be 
paid for, and it shall be withdrawn or abandoned and another 
driven in place of it. After being driven, all piles shall be 
accurately cut off at the required elevation. 

Beariistg Piles. 

143. Bearing piles shall be driven vertically and shall be 
spaced as shown on the plan or as directed. They shall be 
driven to a satisfactory refusal by a hammer having a concave 
face and weighing not less than 2,000 pounds. Eefusal in 
general will be indicated by a penetration not exceeding 1 
inch per blow under the last 6 blows of a 2,000-pound hammer 
falling 15 feet. If steam hammer pile drivers are used, the 
piles shall be driven so that their bearing power shall be not 
less than that of piles driven as herein specified. When it 
is shown on the plan or specified that piles are to be driven 
to a certain required depth, they shall be driven by the use 
of a water jet, hammer, or by any other approved method as 
may be necessary to reach this depth. 

Brace Piles. 

144. Where shown on the plan, brace, batter or spur piles 
shall be driven at the inclination shown or directed, and the 
tops shall be framed, bolted, or strapped to adjoining piles 
or to each other as shown on the plan. 

Measurement. 

145. The amount of piles to be paid for will be the total 
length below cut-off of all piles remaining in the work in ae- 

37 



cordance with the plan or directions, and the total length of 
all piles used only as test piles. Piles driven for temporary 
use will not be paid for. 

Price To Cover. 

146. The contract price for piles shall cover the cost of 
all labor and materials required to furnish, drive and cut off 
the same as specified, of fastening brace piles, and of furnish- 
ing and placing all shoes, bands, bars, straps, bolts and other 
fastenings required. 



CONCRETE SEWERS. 
Inverts. 

147. Inverts of concrete sewers shall be formed between 
transverse templets and shall be screeded, unless other material 
is used for lining. The templets shall be placed at such in- 
tervals as to divide the invert into sections of suitable size 
for convenient construction, and unless otherwise permitted, 
the concrete shall be deposited in alternate sections and al- 
lowed to set before the remaining sections are built. Unless 
otherwise shown on the plan, a layer of mortar not less than 
%. inch thick shall be spread evenly and to a smoothly fin- 
ished surface upon the concrete of the invert as soon as such 
concrete is in place. Where the radii of inverts are too short 
to permit screeding between templets, the inverts shall be 
shaped by means of suitable forms, which shall be removed 
as soon as the concrete has a sufficient set, and if required, 
the surfaces of inverts shall be floated or troweled to a smooth 
finish. The concrete for inverts shall be deposited eontin- 
aously for their entire cross sections, and for such longitudinal 
distances as may be convenient. Where shown on the plan, 
inverts shall be lined with brick masonry, tile or other ma- 
terial, which shall be laid at such times and in such manner 
as may be directed. Inverts shall be carefully protected from 
all injury during progress of the work. 

38 



Side Walls. 

148. Concrete in the side walls of sewers shall be depos- 
ited continuously to the height directed and for such longi- 
tudinal distances as may be convenient. 

Roof. 

149. Concrete in the roofs of sewers shall be deposited 
continuously for the full depths and widths of the roofs and 
for such longitudinal distances as may be convenient. The 
outer surfaces of roofs shall be finished with an excess of mor- 
tar and left true and smooth. They shall be covered and 
protected as specified in section 73, and such covering shall 
remain thereon until the backfilling or embankment is placed. 

Bulkheads. 

150. While being deposited concrete for sewers shall be 
confined by temporary vertical bulkheads placed at such in- 
tervals longitudinally as may be required for convenient work- 
ing. The bulkheads shall be so designed as to give an ap- 
proved shape to the end of the section of concrete under con- 
struction, shall be satisfactorily secured in place before the 
concrete is deposited, and shall remain in place until the con- 
crete has set sufficiently to hold its shape. 

Re-Inforcement. 

151. Where shown on the plan concrete sewers shall be 
re-inforced with metal of the dimensions and shapes shown, 
and of the quality and in the manner hereinbefore specified. 

Minimum Length op Ini^ert. 

152. Unless otherwise permitted or ordered, not less than 
16 feet of foundation or invert for concrete sewer shall be 
built at one operation. 

Connections. 

153. Connections and branches for lateral sewers and re- 
ceiving basins shall be built in where shown on the plan or 

39 



where directed. Such connections and branches shall be closed 
with bulkheads of brick masonry 8 inches thick unless other- 
wise shown on the plan. All necessary openings and bulk- 
heads for branch sewers shall be built in concrete sewers 
where shown on the plan or where directed. 

Measurement. 

154. The lengths of concrete sewers will be determined 

by measurements along their inverts parallel to their center 

lines. No deductions will be made on account of openings 

at branches and manholes. The measurement of a branch 

concrete sewer will be made from the inner surface of the 

wall of the main sewer to which it connects. A reducer will 

be paid for at the contract price for the sewer at the larger 

end thereof. 

Prices To Cover. 

155. The contract prices for concrete sewers shall cover 
the cost of all necessary excavation (except rock, when there 
is a contract price for rock excavation) ; of furnishing, main- 
taining and removing all forms, centers templets, and tem- 
porary bulkheads; of all openings and bulkheads; also the 
removal of all bulkheads in the ends of sewers to which con- 
nection is made by the sewers in this contract; of all back- 
filling ; of all embankments required ; and of all labor and 
materials required to construct concrete sewers as shown by 
the normal sections on the plan and as specified. 



BRICK SEWERS. 
Inverts. 

156. Inverts of brick sewers shall conform to lines drawn 
between transverse templets, and shall be lined with specially 
selected bricks, unless vitrified bricks are called for on the 
plan; no bats shall be used except for closers. 

Arches. 

157. The arches of brick sewers shall be built on sub- 
stantial centers and shall be keyed with stretchers in full 

40 



joints of mortar. No bats shall be used in the neat courses 
except for closers. The centers shall be trne to the required 
shapes and sizes and shall be strong enough and so secured 
in place as to withstand all operations incidental to the con- 
struction of the arches. The extrados of the arches shall be 
smoothly and evenly plastered with a layer of mortar % inch 
thick. The centers shall be left in place until the mortar 
has set sufficiently to permit their removal without danger 
to the arches, and until the trench is backfilled for its full 
width to a height of at least 1 foot above the crown of the 
extrados of the arches. No centers shall be struck or removed 
until permission to do so has been given. 

Minimum Length of Cradle. 

158. Unless otherwise permitted or ordered, not less than 
16 feet of foundation or cradle for brick sewer shall be built 
at one operation. 

Branches, Measurements, Etc. 

159. The construction of connections and branches for 
lateral sewers and receiving basins, and of openings and bulk- 
heads and the measurement of brick sewers shall in all re- 
spects conform with the requirements hereinbefore specified 
for concrete sewers in sections 153 and 154. 

Prices To Co\t:r. 

160. The contract prices for brick sewers shall cover the 
cost of all necessarj^ excavation (except rock, when there is 
a contract price for rock excavation) ; of furnishing, placing, 
maintaining and removing all templets and centers; of all 
openings and bulkheads, also the removal of all bulkheads in 
the ends of sewers to which connection is made by the sewers 
in this contract; of all backfilling; of all embankments re- 
quired; and of all labor and materials required to construct 
brick sewers as shown by the normal sections on the plan and 
as specified. 

41 



VITRIFIED PIPE SEWERS. 
Vitrified Pipe. 

161. Vitrified pipe sewers and house connections shall be 
built of shale or clay hub and spigot pipes with deep and 
wide sockets. The pipes shall be manufactured at a suitable 
temperature, to secure a tough, vitreous material, without 
warps, cracks or other imperfections, and shall be fully and 
smoothly salt-glazed over the entire inner and outer surfaces, 
except that the inside of the hub and the outside of the spigot 
may be unglazed for two-thirds of the depth of the hub. On 
all other portions of the pipe the glazing shall completely 
cover and form an integral part of the pipe body. If not 
left unglazed the inside of the hub and the outside of the 
spigot shall be scored in 3 parallel lines extending completely 
around the circumference. 

When it is broken, vitrified pipe shall show dense and 
solid material, without detrimental cracks or laminations; it 
shall be of such toughness that it can be worked with a chisel 
and hammer, and when struck with a hammer, it shall have 
a metallic ring. 

Identification Marks. 

162. Each pipe shall have clearly impressed on its outer 
surface the name of the manufacturer and of the factory in 
which it was made. 

Shape And Dimensions. 

163. The sizes of the pipes are designated by their in- 
terior diameters. Each pipe shall be a cylinder with a cir- 
cular section, and shall have a uniform thickness. 

164. The minimum lengths, thicknesses, depths of hubs 
and annular spaces for the respective sizes of vitrified pipes 
shall be as follows: 



42 



Size, 
inches. 




Length, 
feet. 


Thickness, 
inch. 


Depth of socket, 
inches. 


TAiinuia 
space. 
inch. 


6 


not 


ess 


than 


2 


H 


2/ 


H 


8 


not 


ess 


than 


2 


Va 


■ 2M 


Vs 


10 


not 


ess 


than 


2 


% 


234 


Vs 


12 


not 


ess 


than 


2 


1 


3 


54 


15 


not 


ess 


than 


2 


m 


3 


Vs 


18 


not 


less 


than 


2 


1^ 


34 


54 


20 


not 


less 


than 


2 


12-3 


34 


54 


22 


not 


less 


than 


2 


15-6 


334 


54 


24 


not 


ess 


than 


2 


2 


4 


54 


27 


not 


ess 


than 


2/2 


2% 


4 


34 


30 


not 


ess 


than' 


2^ 


2^ 


4 


34 


33 


not 


ess 


than 


2/2 


25/^ 


5 


14 


36 


not 


ess 


than 


2/ 


23/4 


5 


14 


42 


not 


ess 


than 


2/ 


3/ 


5 


14 



Curves^ Bends, Etc. 

165. Where curved pipes are required they shall be fur- 
nished in either one-eighth or one-quarter bends of their re- 
spective sizes. Curved pipes, bends, siphons, and special pipe 
of the sizes and forms shown on the plan shall b§ furnished 
and laid, and unless otherwise provided they will be paid 
for at the contract prices for the corresponding sizes of vitri- 
fied pipe sewers. 

Samples For Testing. 

166. Any or all of the following tests may be applied to 
samples selected by the Engineer from the pipe delivered on 
the work. For the purpose of making such tests as may be 
required the Contractor shall furnish and deliver, when di- 
rected, and at the place required, one length of pipe for each 
200 feet of pipe sewer to be laid. 



Crushing Tests. 

167. When supported at the bottom upon a knife edge 
one inch in width in such manner that an even bearing is 
provided throughout the whole length, exclusive of the bell, 
and pressure is applied at the crown uniformly through a 

43 



similar knife edge, the various sizes of pipe shall withstand 
the following pressures: 



Diameter, 
inches. 


Pressure, 
lbs. per ]in. ft. 


Diameter, 
inches. 


Pressure, 
lbs. per lin. ft. 


6 


900 


22 


1750 


8 


900 


24 


1950 


10 


1000 


27 


2150 


12 


1050 


30 


2350 


15 


1250 


33 


2500 


18 


1400 


36 


2800 


20 


1550 


42 


3200 



Drop Weight Test. 

168. When supported on a dry sand bed 2 inches deep, 
all pipe shall withstand without cracking the impact from 2 
blows of a cast iron ball weighing 8 pounds falling 18 inches. 
Spurs shall resist without fracture the impact from 2 blows 
of such a ball falling 6 inches and striking on the extreme 
end of the hub of the spur. 

Hydrostatic Test. 

169. When subjected to an internal hydrostatic pressure 
of 10 pounds per square inch, vitrified pipe shall show no 
percolation. 

Absorption" Test. 

170. After having been thoroughly dried and then im- 
mersed in water for 24 hours, sample pieces of vitrified pipe 
about 10 square inches superficial area with all broken edges 
shall not absorb more than 5% per cent, of their weight of 
water. 

Factory Rejection. 

171. The entire product of any pipe factory may be re- 
jected when, in the judgment of the Engineer, the methods 
of manufacture fail to guarantee uniform results, or where 
the materials used are such as produce inferior pipe, as in- 
dicated by repeated failure to comply with the tests herein 
specified. 

44 



Cradles. 

172. In earth trenches pipe sewers shall be laid in con- 
crete cradles when required by the plan. In rock trenches 
pipe sewers shall be laid in cradles of concrete, gravel or 
broken stone or sand as shown on the plan. 

Without Ceadle. 

173. When the sewer is to be laid without a cradle the 
trench shall be excavated as specified in paragraph 15, and 
the earth forming the bed carefully freed of stones. The pipe 
shall then be evenly bedded therein, the joint properly made 
and the backfilling placed and firmly tamped in such a man- 
ner as to avoid disturbing the sewer. 

Cois^CRETE Cradle. 

374 When the sewer is to be laid in a concrete cradle, 
the method of procedure, otherwise directed or permitted, 
shall be as follows, viz : The concrete for the full width of 
the cradle shall be deposited continuously to the height of 
the outside bottom of the pipe. Before the concrete has set 
the pipe shall be evenly bedded therein and the remainder 
of the concrete immediately deposited and carefully tamped 
in such a manner as 'to avoid disturbing the sewer. 

Gravel or Broken Stoiste Cradle. 

175. When the sewer is to be laid in a gravel or broken 
stone cradle, the latter shall consist of clean gravel or sound 
broken stone, all of which will pass through a 1-inch mesh, 
and be retained on a %-inch mesh screen. The gravel or 
broken stone shall be deposited and tamped for the full 
width of the trench to the height of the outside bottom of the 
pipe. The pipe shall then be bedded therein and the remain- 
der of the gravel or broken stone deposited and carefully 
tamped in such a manner as to avoid disturbing the sewer. 

45 



How Laid. 

176. All pipes shall be laid with ends abutting and true 
to line and grade. The pipes shall be fitted together and 
matched so that when laid in the work they will form a 
sewer with a smooth and uniform invert. Unless otherwise 
permitted or directed, not less than . . . feet of pipe sewer 
shall be laid in one operation. 

177. Unless otherwise shown on the plan, the joints of 
vitrified pipe sewers shall be made as hereinafter specified in 
section 179. 

Plaint Mortae Joii^ts. 

178. Plain mortar joints shall be made in the following 
manner: Before a pipe is laid, the lower half of the hub of 
the preceding pipe shall be plastered on the inside with stiff 
mortar mixed 1 to 1, and of sufficient thickness to bring the 
inner bottoms of the abutting pipes flush and even. After 
the pipe is laid, the remainder of the hub shall be thoroughly 
filled with similar mortar and the joint wiped inside and 
finished to a smooth bevel outside. 

Gasket And Mortar Joints. 

179. Gasket and mortar joinls shall be made in the fol- 
lowing manner : A closely twisted hemp or oakum gasket of 
suitable diameter, in no case less than % inch, and in one 
piece of sufficient length to pass around the pipe and lap at 
the top, shall be solidly rammed into the annular space be- 
tween the pipes with a suitable calking tool. Before being 
placed^ the gasket shall be saturated with neat cement grout. 
The remainder of the space shall then be completely filled 
with plastic mortar mixed 1 to 1 and the joint wiped inside 
and finished to a smooth bevel outside^. 

Joints for sanitary sew^ers and bituminous compound for 
same. 

180. Joints of sanitary pipe sewers below the normal 
water table shall be made with a compound approved by the 
Chief Engineer. The compound shall preferably have a bi- 

46 



tuminous base, shall adhere firmly to the glazed surfaces of 
the pipes, shall melt and run freely at a temperature as low 
as 250° F. and when set shall be sufficiently elastic to permit 
of a slight movement of the pipes without injury to the joints 
or breaking the adhesion of the compound to the pipes. The 
compound shall not deteriorate when submerged in fresh or 
salt water or normal domestic sewage. It shall show no de- 
terioration of any kind when immersed for a period of five 
days in a one per cent, solution of hydrochloric acid or a 
live per cent, solution of caustic potash. 

All sanitary pipe sewers below the normal water table 
shall be laid in concrete cradles as shown on the plans; the 
joints shall be carefully centered and calked as specified in 
article 179. After a joint is properly calked, a suitable runner 
shall be placed and the compound, heated to a temperature 
of approximately 400° F., shall be poured into it in such a 
manner that the annular space shall be completely filled to 
within one-half inch of the outer rim of the bell of the pipe. 

After the joints are run and the concrete cradle is placed 
those portions of the joints not embedded in the cradle shall 
be encased in cement mortar, which shall extend at least two 
inches from the face and outside of the bell. The cement 
mortar shall be mixed in the proportions of one part of cement 
to one of sand. 

Inspection of Joints. 

181. Unless otherwise permitted, at least 4 finished joints 
shall be left exposed for inspection throughout the working 
day, and the necessary staging for the protection of the ex- 
posed sewers and for the handling of excavated material shall 
be provided. A suitable ladder affording easy access for such 
inspection shall be furnished at every trench open for the 
proposed sewer. The joints on the inside of all pipe sewers 
larger than 15 inches in diameter, shall be carefully filled with 
mortar and wiped smooth and flush with the surface of the 
pipe. 

47 



Sub-Grade To Be Tested. 

182|. No pipe or the cradle therefor shall be laid or 
placed until the sub-grade of the trench shall have been 
tested and found correct. 

Sewee To Be Kept Clean. 

183. The interior of the sewer shall, as the work progress- 
es, be cleared of all dirt, cement and superfluous materials of 
every description. 

Backfilling. 

184. Immediately after the sewer is laid the trench shall 
be backfilled as provided in sections 31, 32, 34, 35, 36, 37, 38 
and 39. No walking on or working upon the completed sewer 
(except as Taay be necessary in tamping the backfilling) will 
be permitted until the trench has been backfilled to a height 
of at least 2 feet over the top of the sewer. 

185. The exposed ends of pipe sewers shall be provided 
with approved temporary covers fitted to the pipe so as to 
<'xclude earth and other materials. 

Beanch Pipes. 

186. Branch pipes and connection pipes shall be of the 
same quality and dimensions and laid in the same manner 
as specified for pipe sewers. Dead ends of pipes shall be 
closed with bulkheads of brick masonry 8 inches in thickness. 

Connection With Existing Work. 

187. Wherever the proposed sewer is to connect with an 
existing manhole in which there is a branch pipe which is 
damaged or of unsuitable size or in improper position, such 
pipe shall be removed and be replaced with a pipe of suitable 
size or be reset in the proper position. The pipe so substi- 
tuted or reset will be paid for at the contract price for the 
corresponding size of pipe sewer. 

48 



Pipes Cut To Fit Maso:n'ry. 

188. The ends of pipes which enter masonry shall be 
neatly cut to fit the face of the masonry. When directed, 
such cutting shall be done before the pipes are built in. 

Measurement. 

189. The length of pipe sewers to be paid for will be 
determined by measurements along their invert lines, and 
no deductions will be made on accoount of openings at man- 
holes. 

Prices to Cover. 

190. The contract prices for pipe sewers shall cover the 
cost of all necessary excavation (except rock when there is 
a contract price for rock excavation) ; of all sand, gravel, 
broken stone or concrete cradles required; of the making of 
all joints as specified; of all necessary trimming, fitting and 
building into masonry; of all bulkheads, also the removal of 
all bulkheads in the ends of sewers to which connection is 
made by the sewers in the contract; of all backfilling; of all 
embankments required ; of all samples furnished ; and of all 
labor and materials required to furnish and lay the sewers 
complete in place, as shown on the plan and as specified. 



CEMENT CONCRETE PIPE SEWERS, WITHOUT RE-INFORCE- 

MENT. 

Shape And Dimensions. 

191. Cement concrete pipes without re-inforcement, used 
in the construction of sewers, shall be hub and spigot pipes 
conforming in dimensions to the standard plan on file in the 
office of the Engineer. Variations not greater than one-half 
(%) V^^ cent, from such dimensions will be permitted. 

192. Egg shaped sections for 12-inch and larger sizes shall 
have flat bases and shall be equal in quality to samples marked 
standard on exhibition at the Engineer's office. 

49 



Quality of Pipe. 

193. When cement concrete pipe is broken it shall appear 
homog'eneous, be entirely free from cracks or voids and gen- 
erally uniform, showing pieces of fractured stone, firmly im- 
bedded in the mortar. 

Proportions. 

194. The concrete used in the manufacture of cement 
concrete pipe shall be composed of a mixture of the best 
quality of Portland cement, c!l\ean, sharp sand and clean, 
broken stone or gravel suitably graded and equal in quality 
to similar materials specified herein for concrete, and prop- 
erly proportioned to produce a pipe that will comply with 
all the requirements specified in sections 195 to 202, inclusive. 

Method of Making. 

195. Methods of molding, trimming and seasoning cement 
concrete pipe are left to the discretion of the manufacturer; 
as furnished, it shall be without warps, cracks or imperfec- 
tions and shall present smooth inner and outer surfaces with 

no stones visible. 

Delivery. 

196. No pipe shall be delivered on the work or used within 
. . . days after manufacture. 

In-spection". 

197. The materials used in the manufacture, the process 

of manufacture and the marking and dating of pipe shall be 

subject to inspection at the factory by inspectors designated 

by the Engineer. 

Date of Molding. 

198. All pipe shall have manufacturer's name and the 

date of molding clearly impressed on the outer surface as 

identification marks. 

Tests. 

199. Sections 165, 166, 168, 169, 171, 172, 173, 174, relat- 
ing to '* curves, bends, etc.," *' samples for testing," ''drop 
weight tests," "hydrostatic pressure tests," ''factory rejec- 
tion," "cradles," "without cradles," "concrete cradles," and 

50 



all sections 178, 179, 180, 181, 182, 183, 184, 185, 186, 187, 
188, 189 and 190, relating to manner of laying, jointing, in- 
spection, etc., etc., of vitrified pipe sewers shall govern in the 
manufacture of cement concrete pipe and the construction of 
cement concrete pipe sewers, wherever applicable. Crushing 
tests shall be applied as in section 167, except that flat base 
of pipe shall rest on sand bed not less than 2 inches thick, 
and pressure through a knife edge one inch thick shall be 
applied at the crown. 

Spues And Branches. 
200. The manner of forming and joining spurs and branch- 
es with hubs of standard dimensions to cement concrete pipe 
shall be such as to insure a tight union, of ample strength to 
meet the requirements of the work and of the tests heretofore 
specified for spurs and branches on vitrified pipe. 



Absorption Tests. 

201. After having been thoroughly dried and then im- 
mersed in water for 24 hours, sample pieces of cement con- 
crete pipe of about ten square inches superficial area, with 
broken edges, shall not absorb more than ten (10) per cent, 
of their weight of water. 

Dimensions. 

[Note — Sec. 202 was not adopted. An alternative section will be 
printed in the Proceedings of the Association for 1914 for discussion at 
the next convention.] 

202. The minimum lengths, thicknesses, depths of hubs 

and annular spaces for the respective sizes of cement concrete 

pipes shall be as follows: 

Diam- Thick- Depth of 

eter. Length, ness. socket, 
inches, feet. inches, inches. 



6 
8 
10 
12 
15 
18 
20 
22 
24 



Ya 

1 

IVa 

m 

2 

2^ 



2/2 

25/8 

234 

2M 

3 
3 

^Va 

m 



Annular space. 

Not less than ^s inch. 
Not less than 5^ inch. 
Not less than 5^ inch. 
Not less than 5/^ inch. 
Not less than ^ inch. 
Not less than ^ inch. 
Not less than Y inch. 
Not less than ^4 inch. 
Not less than 1 inch. 

51 



And as 
shown on 
Standard 
Plan. 



CEMENT CONCRETE PIPE SEWERS WITH REINFORCEMENT. 

Shape And Dimensioi^. 

203. Reinforced cement concrete pipes used in the con- 
struction of sewers shall be either circular in section without 
flat base, or egg shaped in section with flat base, and shall 
conform in dimensions to the standard plan on file in the 
office of the Engineer. Variations not greater than one-half 
(%) P^^ cent, from such dimensions will be permitted. 

EisTDs OF Pipes. 

204. The ends of such pipes shall be molded with hubs 
and spigots or with any other shapes which are satisfactory 
to the Engineer, and which will permit the making of tight, 
smooth and permanent joints. The shapes of the pipe ends 
shall be such as to require and permit the making and finish- 
ing of the joints both on the inside and outside of the sewer. 

205. The pipes shall conform to the requirements in sec- 
tion 193 and shall be equal in quality to samples marked 
^'Standard" on exhibition at the Engineer's office. 

DiMENsioisrs, Etc. 

[Note — Section 206 was not adopted. See note under Sec. 202.] 

206. The minimum lengths, thicknesses and depths of hubs 
for the respective sizes of re-inforced concrete pipes shall 
be as follows: 



Size. 


Lengths. 


Thickness. 


Depth of Socket. 


inches. 


feet. 


inches. 


inches. 


24 


4 


3 


3^ 


30 


4 


3^.4 


4 


36 


4 


4 


4^ 


42 


4 


4^/4 


5 


48 


4 


5 


6 


54 


4 


55^ 


6 


60 


4 


6 


6 


6Q 


4 


6^ 


6 


72 


4 


7 


6 


78 


4 


8 


6 


84 


4 


8 


6 



52 



Ttpe of Eeixforcemext. 

207. The steel used for reinforcement of cement concrete 
pipe shall conform to the requirements for such material speci- 
fied in section No. 111. 

a. It shall be either expanded metal, rods or wire mesh, 
equal in quality and design to that manufactured by the Amer- 
ican Steel and Wire Company. 

b. Where reinforcement in pipes is exposed, it shall be 
thoroughly painted with cement grout so as to prevent deter- 
ioration by exposure to the weather, unless the reinforcement 
be galvanized. 

Reinforceme^^t For Circular Pipes. 

208. In all sizes of circular reinforced cement concrete 
pipe from 24 inches to 48 inches diameter, inclusive, reinforce- 
ment shall be placed at distances varying from 1 inch to li/G 
inches from the inner surfaces, according to diameter of pipes, 
as shown on the plan. 

a. Either one or two lines of reinforcement may be used 
in the above sizes of pipes. 

b. In all circular pipes whose diameters exceed 48 inches 
two lines of reinforcement shall be used, unless otherwise 
shown on the plan. 

c. The inner line of reinforcement shall be placed two 
inches from the inner surface.- The outer line of reinforce- 
ment shall be placed 1% inches from the outer surfaces. 

Reinforcement For Egg Shape Pipe. 

209. In all sizes of egg shaped reinforced cement con- 
crete pipes, reinforcement shall be placed in such manner as 
to best resist stresses induced by external loads, and in a 
manner satisfactory to the Engineer. In all cases the shapes 
to which reinforcement shall be bent in the finished pipe shall 
be smooth and true, so that its position in the pipe shall con- 
form at all points to that shown on the standard plan. 

53 



Samples For Testing. 

210. Any or all of the following tests may be applied to 
samples selected by the Engineer from the pipe delivered on 
the work. For the purpose of making such tests as may be 
required, the Contractor shall furnish and deliver, when di- 
rected, and at the place required, three lengths of each size 
of pipes used in the work. 



Crushing Tests. 

211. When tested in the manner described in Section No. 
167, the various sizes of pipes between 24-inch and 42-inch in 
diameter, inclusive, shall withstand the following pressure : 

When supported upon a saddle which extends the full 
length of the pipe exclusive of the bell and whose upper sur- 
face fits accurately the outer curved surface of the pipe, and 
whose width is equal to an arc of 15 degrees, in such a man- 
ner that an even bearing is provided throughout the whole 
length, and pressure is applied at the crown uniformly through 
a knife edge one inch iii width, the various sizes of pipes with 
diameters greater than 42 inches shall withstand the follow- 
ing i^ressures : 



iameter. 


Pressure 




Diameter. 


Pressure. 


inches. 


lbs. per lin. 


ft. 


inches. 


lbs. per lin. ft. 


24 


1950 




60 


5000 


30 


2350 


• 


66 


5500 


36 


2800 




72 


6000 


42 


3200 




78 


6500 


48 


3800 




84 


7000 


54 


4400 









212. Reinforced concrete pipe in which the reinforcement 
is not placed symmetrically about the circumference of the 
shell or in which only one concentric line of reinforcement 
is used, shall be tested in such a manner as to develop the 
same bending moments at the extremities of the vertical and 
horizontal diameters as will be developed at the crown by the 
tests specified above. 

54 



Hydrostatic And Absorption Tests. 

213, When subjected to an internal hydrostatic pressure 
of ten (10) pounds per square inch, reinforced cement con- 
crete pipe shall show no percolation. 

Reinforced cement concrete pipe shall meet the require- 
ments of the absorption test specified in Section 201. 

214- Reinforced cement concrete pipes having openings 
to receive spur and branch connections shall be furnished 
and laid at such points as the Engineer may designate and 
as called for by the plan. The openings in pipes shall be 
made in accordance with a plan approved by the Chief En- 
gineer, and the openings shall be such that connection may 
be made with the sewer in as effective a manner as is possible 
with pipes with molded spur connections. 

General. 

215. All the sections relating to vitrified pipe sewers and 
to cement concrete pipe sewers without reinforcement which 
are pertinent and applicable to reinforced cement concrete 
pipe sewers unless otherwise specified herein shall govern in 
all respects and details. 



CAST IRON PIPE SEWERS. 
Cast Iron Pipe. 

216. Cast iron pipe for sewers shall conform with the 
requirements of the latest revised Standard Specifications for 
Cast Iron Pipe adopted by the American Society for Testing 
Materials, and all tests required shall be made in accordance 
therewith. 

217. The thickness of shell and weight of the several 
classes of pipe, and the allowable variations of diameter and 
weight shall be as follows: 



55 



Class A Class B Class C 
Nominal 100 foot Head 200 foot Head 300 foot Head 

Inside 43 pounds Pressure 80 pounds Pressure 130 pounds Pressure 
Diameter Thickness Weight Thickness Weight Thickness Weight 

inches inches pounds inches pounds inches pounds 


Allowable 
Variations 

Diam. Weight 

inches 


4 


0.42 240 


0.45 


260 


0.48 


280 


0.06 5 p. c. 


6 


0.44 370 


0.48 


400 


0.51 


430 


0.06 5 p. c. 


8 


0.46 515 


0.51 


570 


0.56 


625 


0.06 5 p. c. 


10 


0.50 685 


0.57 


765 


0.62 


850 


0.06 5 p. c. 


12 


0.54 870 


0.62 


985 


0.68 


1100 


0.06 5 p. c. 


14 


0.57 1075 


0.66 


1230 


0.74 


1400 


0.06 5 p. c. 


16 


0.60 1300 


0.70 


1500 


0.80 


1725 


0.06 5 p. c. 


18 


0.64 1550 


0.75 


1800 


0.87 


2100 


0.08 4 p. c. 


20 


0.67 1800 


0.80 


2100 


0.92 


2500 


0.08 4 p. c. 


24 


0.76 2450 


0.89 


2800 


1.04 


3350 


0.08 4 p. c. 


30 


0.88 3500 


1.03 


4000 


1.20 


4800 


0.10 4 p. c. 


36 


0.99 4700 


1.15 


5450 


1.36 


6550 


0.10 4 p. c. 


42 


1.10 6150 


1.28 


7100 


1.54 


8600 


0.10 4 p. c. 


48 


1.'26 8000 


1.42 


9000 


1.71 


10900 


0.12 4 p. c. 


54 


1.35 9600 


1.55 


11200 


1.90 


13700 


0.15 4 p. c. 


60 


1.39 11000 


1.67 


13250 


2.00 


16100 


0.15 4 p. c. 



The above weights are for 12 feet laying lengths and stand- 
ard sockets; proportionate allowance will be made for any 
variation therefrom. 

Yariation" In- Thickness. 

218. For pipes whose standard thickness is less than 1 
inch, the thickness of metal in the body of the pipe shall not 
be more than 0.08 inch less than the standard thickness; and 
for pipes whose standard thickness is 1 inch or more, the 
variation shall not exceed 0.10 inch, except that for areas 
not exceeding 8 inches in any direction, variations from the 
standard thickness of 0.02 inch in excess of the allowance 
above given will be permitted. 

C0ATI2TG. 

219. All cast iron pipes shall be thoroughly and evenly 
coated inside and outside with coal tar pitch varnish. The 
coating shall be smooth, tough and tenacious when cold and 
shall not be brittle or have any tendency to scale off. 

Marking. 

220. The weight and class letter shall be conspicuously 
painted by the manufacturer with white oil paint on the in- 
side of each pipe after the coating is hard. 

56 



221. Joints of cast iron pipe sewers shall be of the kinds 
shown on the plan. 

Lead Joints. 

222. When lead joints are required, the inner portion of 

the annular space between the pipes shall be packed with 

clean, sound jute packing yarn and the remaining portions 

shall be run full of pure, soft lead and calked mth suitable 

tools. Unless otherwise shown on the plan, the depths of 

the lead joints shall be 2i/2 inches for 6-inch to 8-inch pipe; 

3 inches for 12- inch to 24-inch pipe, and 3% inches for 30-inch 

to 48-inch pipe. 

Mortar Joints. 

223. When gasket and mortar joints or plain mortar 
joints are required they shall be made as specified in Sections 
178 and 179. 

224. All the requirements, as hereinbefore specified, re- 
lating to excavation, laying, backfilling and measurements of 
vitrified pipe sewers shall apply, as far as they are applicable, 
to cast iron pipe sewers. 

Prices To Cover. 

225. The contract prices for cast iron pipe sewers shall 
cover the cost of all necessary excavation (except rock when 
there is a contract price for rock excavation) ; of all sand, 
gravel, broken stone, or concrete cradles required; of the 
making of all joints; of all bulkheads; of all backfilling; of 
all embankments required and of all labor and materials re- 
quired to furnish and lay the sewers complete in place, as 
shown on the plan and as specified. 



BASIN CONNECTIONS. 

226. The connections between receiving basins or inlet 
basins and sewers or manholes shall be of 12-inch vitrified 
pipe, unless otherwise show^n on the plan. The pipes shall 
be of the same quality and dimensions and laid in the same 
manner as hereinbefore specified for vitrified pipe sewers. 

57 



Measurement. 

227. The lengths of basin connections to be paid for will 
be determined by measurements along their inverts. 

Price To Cover. 

228. The contract price for basin connections shall cover 

the cost of all necessary excavation (except rock, when there 

is a contract price for rock excavation) ; of all sand, gravel, 

broken stone, or concrete cradles required ; of all necessary 

trimming, fitting and building into masonry ; of all backfilling ; 

of all embankments required; and of all labor and materials 

required to furnish and lay the basin connections complete 

in place, as specified. 

Pipe Drains. 

229. Pipe drains shall be built of vitrified or cement con- 
crete pipe of the same quality and dimensions and laid in the 
same manner as hereinbefore specified for pipe sewers. 

Old Drains Restored or Extended. 

Z30. Any existing drain encountered disturbed or removed 
on account of the work under this contract shall, if required, 
be restored or connected with the new work as directed. The 
portions of such drain restored or the extensions thereof will 
be paid for at the contract prices for pipe drains of the same 

size. 

Measurement. 

231. The lengths of pipe drains to be paid for will be de- 
termined by measurements along their inverts. 

Prices To Cover. 

232. The contract prices for pipe drains shall cover the 
cost of all necessary excavations (except rock, when there is 
a contract price for rock excavation) ; of all necessary trim- 
ming, fitting and building into masonry; of all backfilling; 
of all embankments required; and of all labor and materials 
required to furnish and lay the drains complete in place, as 
specified. 

58 



Spues For House Connections. 

233. Spurs for house connectioBS shall be of vitrified or 
cement concrete pipe 6 inches in diameter, equal in quality 
and dimensions to that specified for pipe sewers. 

In Brick And Concrete Sewers. 

234. In brick and concrete sewers spurs shall be built in 
as shown on the plan or as directed. They shall be hub and 
spigot pipes with the spigot end moulded or cut to fit flush 
with the inner surface of the sewer, and of sufficient length 
to reach the exterior of the sewer. 

In Pipe Sewers. 

235. Pipes having 6-inch spurs with hubs moulded thereon 
shall be furnished and laid in pipe sewers where shown on 
the plan or directed. The cost of such pipes shall be included 
in the contract prices for pipe sewers. 

Covers. 

236. The ends of all spurs not connected with drains shall 
be closed with approved covers of the same material as the 
pipe. If required, such covers shalls be cemented in place, 
and when directed the covers shall be so cemented before the 
pipes are lowered into the trench. 

Price To Cover. 

237. The cost of spurs and all labor and materials required 
to furnish and place the same as specified, and furnishing 
and cementing the covers for the same, shall be included in 
the contract price of the sewers to which they connect. They 
shall be furnished and laid as above specified without extra 
cost to the city. 



DRAINS FOR HOUSE CONNECTIONS. 

238. Where shown on the plan or where directed, drains 
or house connections shall be built from the spurs in such a 
manner and for such distance as may be shown or directed. 

59 



Depth at Curb. 

239. Generally house connection drains shall be laid with 

such a gradient as to secure a depth at the curb line of 9% 

feet or at a gradient of 14 i^ch per foot. Where this is not 

possible or advisable, the depth at the curb line shall be as 

shown on the plan. 

Material. 

240. Unless otherwise shown on the plan, drains for house 
connections shall be of pipe of the quality and dimensions 
specified for pipe sewers. The ends of the drains shall be 
closed with approved covers of the same material as the pipe. 

How Laid. 

241. All the requirements, as hereinbefore specified, re- 
lating to excavation, laying and backfilling of pipe sewers 
shall apply, as far as they are applicable, to drains for house 

connections. 

Measurement. 

242. The lengths of pipe drains for house connections to 
be paid for will be determined by measurement along their 
inverts. 

They shall be measured from the hub of the spur attached 
to the drain, sewer or riser. 

Price To Cover. 

243. The contract price for drains for house connections 
shall cover the cost of all necessary excavation (except rock, 
when there is a contract price for rock excavation) ; the cost 
of all backfilling; the cost of all covers, bends and specials 
required; of all sand, gravel, broken stone or concrete cradles; 
and the cost of all labor and materials required to furnish 
and lay the drains for house connections complete in place, 
as specified and as shown on the plan. 

Risers. 

244. Where- shown on the plan on where directed, risers 
for house connections shall be built from the spurs iii such a 

60 



manner and to such height as may be shown on the plan or 
directed. Unless otherwise shown on the plan, they shall 
be of pipe of the quality and dimensions hereinbefore specified 
for pipe sewers. They shall be supported and surrounded by 
concrete as shown, and each shall be closed with an approved 
cover of the same material as the pipe. 

Measurement. 

245. The lengths of risers to be paid for will be deter- 
mined by measurements along their axes. They shall be meas- 
ured from the hub of the spur attached to the main sewer. 

Price To Cover. 

246. The contract price for risers shall cover the cost 
of all necessary excavation (except rock, when there is a 
contract price for rock excavation) ; the cost of all concrete 
used in connection with the risers ; the cost of all backfilling ; 
the cost of all covers, bends, and specials required: and the 
cost of all labor and materials required to construct the risers 
complete in place, as specified. 



MANHOLES. 

247. The masonry or concrete for manholes shall be built 
to within . . . inches of the established grade of the street or 
to within . . . inches of the existing surface of the ground, 
as directed. "When not built up to within . . . inches of the 
established grade of the street, the masonry or concrete shall, 
if directed, be covered with stone slabs not less than 5 inches 
thick or with an approved re-inforeed concrete slab to sup- 
port the head. 

Brick: Manholes. 

248. Brick manholes shall be formed by means of tem- 
plets placed at top and bottom with not less than 8 lines 
drawn between them if directed by the Engineer, and they 
shall be smoothly and evenly plastered on the outside with 
a layer of mortar % inch thick. 

61 



Concrete Manholes. 

249. Concrete manholes shall be built of the materials^ 
sizes and dimensions shown on the plan. 

Steps. 

250. Galvanized wrought iron steps of the size and shape 
shown on the plan shall be firmly built into the manholes at 
vertical intervals of about 16 inches. 

Head And Covee. 

251. Manhole heads and covers shall be of cast iron, and 
unless otherwise shown on the plan, each head, exclusive of 
cover, shall weigh not less than 475 pounds and each cover 
shall weigh not less than 135 pounds. The weight of each head 
and cover shall be conspicuously painted thereon by the man- 
ufacturer with white oil paint. The head shall be set on the 
masonry or concrete in a full bed of stiff mortar. 

Dust Pans, Etc. 

252. Where shown on the plan, dust pans and protective 
gratings of the materials, forms and dimensions shown shall 
be furnished and fitted in the manholes. 

Price To Cover. 

253. The contract price for manholes shall cover the cost 
of all necessary excavation (except rock, when there is a con- 
tract price for rock excavation) ; of all backfilling ; of all 
plastering ; of all stone and concrete slabs ; of all steps ; of 
heads and covers; of dust pans and protective gratings, when 
required; and of all labor and materials required to construct 
the same complete, in place, as shown on the plan and specified. 



RECEIVING BASINS. 

Brick Basins. 

254. Brick receiving basins shall be built in the manner 

and of the dimensions shown on the plan. They shall be 

equipped with heads and hoods or traps corresponding with 

62 



the standard plan on file in the office of the Engineer. They 
shall be formed by means of templets placed at top and bottom 
with not less than 10 vertical lines drawn between them, if 
directed by the Engineer, If required, the outlets of receiv- 
ing basins shall be closed with bulkheads of brick masonry 
and such bulkheads shall be removed when directed. The 
outside of the brickwork shall be smoothly and evenly plas- 
tered with a layer of mortar % inch thick. 

CoNCEETE Basins. 

255. Concrete receiving basins shall be built in the man- 
ner and of the dimensions shown on the plan. Class A con- 
crete shall be used throughout and shall be placed for both 
bottom and side walls at one operation. 

Co:n^crete Heads. 

256. Where concrete heads or cover slabs of receiving 
basins or their inlets are built in or adjoin concrete side- 
walks, the new work shall be made to correspond in pattern 
and color with the existing sidewalk. 

Pavement at Inlets to Receiving Basins. 

257. The pavements adjoining the inlets to receiving 
basins shall be restored and adjusted to the extent and in 
the manner directed, and in accordance with paragraphs . . . 
and ... in unpaved streets and in macadamized streets, where 
the inlets to the receiving basins are approximately at the 
surface of the street, a s^icCe of 21^ feet adjoining such inlets 
shall, if required, be paved with approved paving blocks. 

Price To Cover. 

258. The contract price for receiving basins shall cover 
the cost of all necessary excavation (except rock, when there 
is a contract price for rock excavation) ; of heads and inlets, 
traps and fittings: of the outlet culvert connecting with the 
sewer; of all backfilling; of all pavement required at the 
inlets to the basins ; of the temporary brick bulkheads in the 

63 



outlets of the basins or outlet culverts when required; and of 
all labor and materials required to construct the receiving 
basins complete in place, as shown on the plan and specified. 



STORM WATER INLETS. 

259. Storm water inlets and the heads and covers therefor 
shall be of the materials, forms and dimensions shown on the 
plan. If required, the mouth of inlets shall be closed with 
bulkheads of brick masonry and such bulkheads shall be re- 
moved when directed. 

Peice To Cover. 

260. The contract price for inlets shall cover the cost of 
all necessary excavation (except rock, when there is a eon- 
tract price for rock excavation) ; of all backfilling; of con- 
nections with sewers or basins; of the temporary brick bulk- 
heads in the mouths of the inlets when required; and of all 
labor and materials required to construct the inlets complete, 
in place, as shown on the plan and specified. 

Flush Tanks. 

261. Flush tanks shall be of the materials, form and di- 
mensions shown on the plan. Unless otherwise directed, they 
shall be connected with the water main and with the sewer. 
The connection with the water main shall be made under a 
permit from the proper authorities, and under their rules and 
inspection. 

Price To Cover. 

262. The contract price for flush tanks shall cover the 
cost of all necessary excavation (except rock, when there is 
a contract price for rock excavation) ; of all backfilling; and 
of all labor and materials required to construct the flush tanks 
complete, in place, as shown on the plan, and to connect the 
same with the water main and the sewer. 

64 



EMBANKMENT. 
Quality. 

263. Where indicated on the plan, embankment shall be 
made of the form and dimensions shown. It shall consist of 
clean steam ashes, or filling of the quality specified in Sec- 
tions 31, 32 and 34, which shall contain no stone over 6 inches 
in its largest dimension. When the material forming the em- 
bankment contains stones, the latter shall be so distributed 
through the mass that all interstices are filled with fine ma- 
terial, and the material within 2 feet of the sewer shall be 
free of stones. When embankment is used as foundation it 
shall consist entirely of filling of the quality specified in Sec- 
tions 31 and 32. 

How Made. 

264. The embankment shall be deposited and spread in 
horizontal layers to such an extent and at such times as may 
be directed. When embankment is used as a foundation, the 
ground on which it is to be made shall be prepared by grub- 
bing and clearing, and removing all improper material. Em- 
bankment used as foundation shall be deposited in uniform 
horizontal layers not exceeding 1 foot in depth, and each layer 
shall be thoroughly compacted by rolling or tamping, or both ; 
such embankment shall not be built upon until the expiration 
of . . . days after its completion. 

Approaches. 

26,5. Where the embankment obstructs or interferes in 
any way with any public or private roadway, the Contractor 
shall furnish and place all material necessary to provide suit- 
able approaches of such widths and to such extent as shown 
on the plan, or as directed. 

266. All embankments and approaches shall be maintained 
at their full dimensions until the completion of this contract. 

Price To Cover. 

267. The cost of all labor and materials required to pre- 
pare the ground, to make the embankment and approaches as 

65 



specified, to make all necessary excavations and backfilling 
therein, and to maintain the embankments and approaches at 
their designated dimensions until the completion of this con- 
tract, shall be covered by the contract prices for the structures 
over or in connection with which they are made. 



SLOPE PAVEMENT. 
How Laid. 

268. Slope pavement shall be not less than 18 inches in 
depth and shall be composed of sound quarried or split stones. 
Except when used for pinning or wedging, the stones shall 
be not less than 6 inches thick and from 12 to 18 inches long. 
They shall be placed by hand so as to present a fairly even 
surface, and have their longest dimensions approximately per- 
pendicular to the side of the embankment. At least one-third 
of the stones shall extend through the pavement. Slope pave- 
ment will be measured by its superficial area. 

Price To Cover. 

269. The contract price for slope pavement shall cover 
the cost of all labor and materials required to lay the same 
complete, in place, as specified. 



RESTORATION OF SURFACE AND CLEANING UP. 
Eestoration" of Unpaved Roadways, Sidewalks, Etc. 

270. At such time as may be directed, all unpaved road- 
ways, gutters, and sidewalks affected by the work done under 
this contract shall be restored by the Contractor to the same 
condition in which they were at the time of the opening of 
bids for this contract. 

Pavements, Etc., Restored By City. 

271. Unless otherwise required by the plan, all roadway 
and sidewalk pavements, cross-walks, curbs, etc., along the 
line of the work (except those under guarantee for mainte- 

66 



nance by the paving Contractor), which are removed, de- 
stroyed, lost or injured on account of, or during the construc- 
tion of the work under this contract, or which are injured by 
traffic on account of any act or omission on the part of the Con- 
tractor, his agents, servants or employes, in the prosecution 
of the work, will be restored and adjusted by the city at the 
expense of the Contractor. For this purpose, before the com- 
pletion of the contract, and when directed, the Contractor 
shall pay to the city a sum of money sufficient to cover the 
cost of restoring and adjusting the pavements, cross-walks, 
curbs, etc., the amount of the work to be done being deter- 
mined by the Engineer, and the cost being computed at the 
following prices: 

Granite block with concrete foundation, tar and gravel (or 

cement grout) joints $ per sq. yd. 

Granite block pavement, with sand foundation 

Medina block pavement, with concrete foundation (grouted 
joints) 

Brick pavement with concrete foundation 

Brick pavement, with sand foundation 

Belgian block pavement 

Cobble stone pavement 

Macadam pavement 

Iron slag pavement 

Wood block pavement 

Asphalt block pavement over 10 yds 

Asphalt block pavement under 10 yds 

Sheet asphalt pavement, with concrete foundation, over 10 yds. 

Sheet asphalt pavement, with concrete foundation, under 10 
yds 

Asphalt pavement, without concrete foundation, over 10 yds.. 

Asphalt pavement, without concrete foundation, under 10 yds. 

Cement sidewalk relaid $ per sq. ft. 

New flagging 

Flagging relaid 

Curbstone reset, sand foundation $ per lin. ft. 

Curbstone reset, concrete foundation 

New curbstone furnished and set, sand foundation 

New curbstone furnished and set, concrete foundation 

Bridgestone reset, sand foundation $ per sq. ft. 

Bridgestone reset, concrete foundation 

New bridgestone furnished and set, sand foundation 

New bridgestone furnished and set, concrete foundation 

67 



Pavements^ Etc., Restored By Contractor. 

272. If required by the plan, roadway and sidewalk, pave- 
ments, cross-walks, curbs, etc., except those under guarantee 
for maintenance, shall be satisfactorily restored and adjusted 
by the Contractor at such times as may be directed. Sidewalk 
pavements shall be restored in whole flags, squares or sec- 
tions which shall correspond in quality and appearance with 
the original or adjoining flags, squares or sections. All work 
and materials used in such restoration and adjustment shall 
conform in all respects to the standard specifications now in 
use by the city for similar work and materials. 

Pavements, Etc., Under Guarantee. 

273. All pavements, sidewalks, cross-walks, curbs, etc., ex- 
isting at the time of the opening of the bids for this contract, 
and under guarantee for maintenance, shall be restored and 
adjusted by the parties responsible under such guarantee, and 
at the expense of the Contractor. If not so restored and ad- 
justed during the progress of the work, the Contractor shall, 
when directed, pay to the city, before the completion of the 
contract, a sum of money sufficient to cover the cost of having 
the same restored and adjusted by the parties responsible 
under such guarantee, and at the charges for the restoration 
of the same, as set forth in their contracts relating thereto. 
Such sum shall be accompanied by certificates from the par- 
ties responsible for the maintenance of the pavements, side- 
walks, cross-walks, curbs, etc., to the effect that such sum will 
be accepted by them as covering the entire quantity of pave- 
ment, etc., to be restored and adjusted. 

Temporary Restoration. 

274. At such times as may be directed roadway and side- 
walk pavements, cross-walks, curbs, etc., which have been re- 
moved, whether under guarantee or not, shall be temporarily 
restored by the Contractor to the satisfaction of the Engineer. 

68 



Change of Pavement, Etc. 

275. When the kinds of pavements, sidewalks, cross-walks, 
curbs, etc., in any street affected by this contract, are changed 
after the bids are opened and before work is commenced, the 
Contractor will not be required to make permanent restoration 
of the new pavement, sidewalks, cross-walks, curbs etc., dis- 
turbed, but a sum of money sufficient to pay the cost of re- 
placing the kinds of pavement, sidewalks, cross-walks, curbs, 
etc., which were there at the time of the opening of the bids 
for this contract, will be deducted from the amount which 
would have been payable to the Contractor upon the comple- 
tion of the contract, had the character of pavements, etc., 
not been changed, and such cost will be computed at the prices 
stated in section 269. 

When New Pavement Is Laid. 

276. If pavement, sidewalks, cross-walks, curbs, etc., are 
laid where none existed at the time the bids for this contract 
were opened, the Contractor shall excavate and remove such 
portions of the pavements, sidewalks, cross-walks, curbs, etc., 
and their foundations as may be necessary for the prosecution 
of the work, but he will not be required to make a permanent 
restoration of them. 

Trenches Flooded. 

277. Before laying any pavements, sidewalks, cross-walks, 
curbs, etc., the trenches shall, if required, be flooded with 
water, as directed, and all resulting holes or depressions shall 
be filled and tamped solid. 

Unnecessary Cross Gutters. 

278. All cross gutters rendered unnecessary by the work 
under this contract shall be removed and the entire street in- 
tersection or so much thereof as may be necessary shall be re- 
graded and re-paved as herein specified. 

69 



Clean-ing-Up. 

279. At such times as may be directed, the Contractor 
shall remove from the streets all materials which were placed 
thereon by him as a consequence of performing this work, 
and which are not required by the contract to be left as part 
of the finished work. The entire work and portions of the 
street affected thereby shall be left in a satisfactory condi- 
tion. The sidewalks and cross-walks shall be swept clean of 
all material which may have accumulated thereon by reason 
of the work performed under this contract, and if required, 
they shall be sprinkled with water during the sweeping. 

Prices To Cover. 

280. The cost of all the labor required to be done and all 
the materials required to be furnished in the performance of 
all the work specified in Sections . . . , inclusive, shall be cov- 
ered by all the contract prices for all the items for which there 
are contract prices. 



[Proposed substitute for Art. 207.] 

Paragraph on Dimensions and Reinforcement. 

Reinforced concrete pipes shall have the following general dimensions 
and details. 



Size. 


Min. Length, 


Min. Thickness. 


24 


4 feet 


2^ inches 


30 


4 feet 


2^ inches 


36 


4 feet 


3 inches 


42 


4 feet 


3^/4 inches 


48 


4 feet 


4 inches 


54 


4 feet 


4^ inches 


60 


4 feet 


5 inches 


66 


4 feet 


byi inches 


72 


4 feet 


by2 inches 


78 


4 feet 


5^ inches 


84 


4 feet 


6 inches 



The depth and details of socket and spigot ends shall be such as to 
insure a water tight joint and shall meet the approval of the Engineer. 

70 



Reinforcement shall consist of wires, rods, expanded metal or other 
standard reinforcement material and shall be so disposed as to efficiently 
reinforce the pipe when laid, at all points, in a manner satisfactory to the 
Engineer. In general there shall be a clearance between the reinforce- 
ment and the surface of the pipe at least equal to the diameter of the 
bar and never less than ^-inch. 



[Proposed Substitute for Art. 212.] 

Crushing Tests. 

The standard crushing requirements shall be the ability of the pipe 
to withstand a load equivalent to the vertical weight of backfilling in a 
trench 20 feet deep, on the assumption that the pipe will not have lateral 
support. For damp yellow clay these loads are assumed to be as follows 
when supported as an evenly distributed load over full width of the pipe 
and the pipe is supported equally throughout the 180 degrees of invert 
without lateral support : 

24— 3,350 lbs. per lin. ft. pipe 

30— 4,400 lbs. per lin. ft. pipe 

36— 4,800 lbs. per lin. ft. pipe 

42— 5,600 lbs. per lin. ft. pipe 

48 — 6,600 lbs. per lin. ft. pipe 

54 — 7,500 lbs. per lin. ft. pipe 

60— 8,000 lbs. per lin. ft. pipe 

66— 8,800 lbs. per lin. ft. pipe 

72— 9,400 lbs. per lin. ft. pipe 

78—10,000 lbs. per lin. ft. pipe 

84—10,400 lbs. per lin. ft. pipe 

Should it be considered too difficult to make the loadings on the 
full diameter as described, the tests may be made by distributing a load 
evenly over a sand box area of 45 degrees on each side of the upper 
center line, and supporting the pipe and load upon an equal sand area at 
the bottom. In this case in order to produce bending moments at the 
crown which would be produced by the above standard loads, the loads 
shall be according to the following schedule: 

24—2,600 lbs. per lin. ft. pipe 

30—3,400 lbs. per lin. ft. pipe 

36—3,700 lbs. per lin. ft. pipe 

42^,.3O0 lbs. per lin. ft. pipe 

48—5,100 lbs. per lin. ft. pipe 

54 — 5,800 lbs. per lin. ft. pipe 

60—6,200 lbs. per lin. ft. pipe 

66—6,800 lbs. per lin. ft. pipe 

72—7,300 lbs. per lin ft. pipe 

78—7,700 lbs. per lin. ft. pipe 

84—8,000 lbs. per lin. ft. pipe 

71 



In this case, however, since the load produces a less bending moment 
at the horizontal points or springing lines than when the standard load 
is applied over the full width of the pipe, or as it is in actual trench 
condition, the springing line of the pipe when analyzed as a reinforced 
concrete section shall have enough reinforcement along and near the 
outer surface of the ring to give a calculated moment of resistance equal 
at least to nine-tenths of the calculated moment of resistance at the top 
and bottom points. 

Should the Engineer prefer to use concentrated load tests by applying 
the load along knife edge bearing and supporting the pipe upon similar 
bearing at the base, as described in section 162, then the loads which the 
pipe shall sustain shall be as follows: 

24—1,350 lbs. per lin. ft. pipe 
30—1,750 lbs. per lin. ft. pipe 
36—1,900 lbs. per lin. ft. pipe 
42—2,200 lbs. per lin. ft. pipe 
48—2,600 lbs. per lin. ft. pipe 
54—3,000 lbs. per lin. ft. pipe 
60—3,200 lbs. per lin. ft. pipe 
66 — 3,500 lbs. per lin. ft. pipe 
72—3,700 lbs. per lin. ft. pipe 
78--4,000 lbs. per lin. ft. pipe 
84 — 4,100 lbs. per lin. ft. pipe 

In this case the strength of the pipe, or its resistance against widen- 
ing at the horizontal diameter shall be tested by calculation and in com- 
parison with the calculated strength of the ring at the top and bottom 
shall conform to the requirements described in the preceding paragraph 
for tests with 90 degree distribution of vertical load. 



1-1 



SPECIFICATIONS FOR CREOSOTED WOOD BL.OCK 

PAVING. 



RECOMMENDED BY THE SUB COMMITTEE ON STANDARD 
SPECIFICATIONS FOR WOOD BLOCK PAVING. 



Timber. 

1. The wood to be treated shall be Southern Yellow Pine, 
Norway Pine, Douglas Fir or Tamarac ; but only one kind of 
wood to be used in any one contract. 

The blocks must be cut from good grade of timber which 
must be well manufactured, full size, square butted and square 
edges, free from the following defects : Checks, unsound, 
loose or hollow knots, knot holes, worm holes, through shakes 
and round shakes that show on the surface. The annular rings 
in the 1-inch, which begins one inch from the center of the 
heart of the block, shall not be less than six. In case the 
block does not contain the heart, the 1-inch to be used shall 
begin with the annular ring which is nearest the center of the 
heart. No block shall contain less than fifty (50) per cent, 
of heart wood. 

Size op Blocks. 

2. The blocks shall be from five (5) to ten (10) inches 
long, but shall average eight (8) inches. The depth of the 
blocks should be four (4) inches on all streets where there is 
any considerable amount of heavy traffic. On lighter traffic 
streets it may be reduced to three and one-half inches (3I/2") ; 
or to three (3) inches on light traffic or residential streets. In 
case the blocks are three (3) inches in depth they shall not 
exceed eight (8) inches in length. They may be from three 
to four inches in width, but in any one city block all of them 
shall be of uniform width. A variation of one-sixteenth (1-16) 

3 



incli shall be allowed in the depth, and one-eighth (%) inch 
in the width of the blocks from that specified. 

Preservative. 

3. The preservative to be used shall be a product of coal 
gas or coke oven tar, which shall be free from all adultera- 
tions and contain no raw or unfiltered tars, petroleum com- 
pounds, or tar products obtained from processes other than 
those stated. 

The specific gravity shall not be less than one and eight 
hundredths (1.08) nor more than one and fourteen hundredths 
(1.14) at a temperature of thirty-eight (38) degrees centigrade. 

Not more than three and one-half (31/2) per cent, shall be 
insoluble by continuous hot extraction with benzol and chlor- 
oform. 

On distillation, which shall be made exactly as described 
in Bulletin No. 65 of the American Railway Engineering and 
Maintenance of Way Association, as shown in the appendix 
to these specifications, the distillate based on water free oil 
shall be within the following limits and an average of a num- 
ber of tests shall show a mean of these percentages, viz : Up 

^^ 150 degrees Centigrade — Nothing must come off. 

170 degrees Centigrade to 0.5 per cent. 
210 degrees Centigrade 2 to 6 per cent. 
235 degrees Centigrade 8 to 16 per cent. 
315 degrees Centigrade 30 to 45 per cent. 
355 degrees Centigrade 45 to 60 per cent. 

The gravity of distillate distilling between 235 degrees 
and 315 degrees centigrade shall be not less than one and two 
hundredths (1.02) at sixty (60) degrees centigrade compared 
with water at sixty (60) degrees centigrade. 

The preservative shall contain not more than three (3) 
per cent, of water. 

The manufacturer of the blocks shall permit full and com- 
plete sampling at all times and places, and shall, if required, 
furnish satisfactory proof of the origin of the preservative. 

Note — If a city desires a pure coal tar distillate the material insoluble 
in benzol and chloroform shall be less than one (1) per cent. 

4 



Treatment. 

4. The blocks shall be treated in an air-tight cylinder 
with the preservative as heretofore specified. They shall first 
be subjected to steam at a temperature between 220 degrees 
F. to 240 degrees F. after which a vacuum of not less than 
twenty (20) inches shall be drawn and the temperature at the 
same time maintained at 150 degrees F. to 240 degrees F. 
While the vacuum is still on, the preservative oil, heated to a 
temperature of 170 degrees to 200 degrees F. shall be admitted 
and pressure gradually applied until a sufficient amount of 
the preservative oil has been forced into the blocks. After 
this, if it is desired, a supplemental vacuum, steam or both 
shall be applied. At the completion of thte treatment the 
blocks shall contain not less than ^eighteen (18) pounds of 
water free oil per cubic foot of wood contained in that par- 
ticular charge. Not more than ten (10) per cent, of excess 
above the amount specified shall be allowed. They shall, after 
treatment, show satisfactory penetration through and through 
of the preservative, and all blocks that have been warped, 
checked or otherwise injured in the process of treatment shall 
be rejected. 

The surface of the blocks shall be clean and free from 
any deposit of tar or other foreign substance. 

Inspection. 

5. The blocks shall be inspected at the plant and the man- 
ufacturer of the blocks shall equip his plant with all the neces- 
sary gauges, appliances and facilities to enable the inspector 
to satisfy himself that the requirements of the specifications 
are fulfilled. He shall allow an authorized representative 
of the city to inspect all materials and all parts of the plant 
during the manufacture of the paving blocks. 

After delivery upon the street the blocks shall be sub- 
jected to a further inspection and all imperfect blocks shall 
be rejected and removed from the street by the Contractor. 



*Note — This amount may range from sixteen (16) to twenty ^ (20) 
pounds, at the discretion of the Engineer, dependent on local conditions. 



Foundation. 

6. The base shall be of concrete made in accordance with 
the specification of concrete paving foundations and shall be 
preferably six (6) inches in thickness. At the discretion of 
the Engineers on lighter traffic streets the thickness may be 
reduced to five (5) inches. 



CUSHION. 
A — Sand. 

7. The blocks shall be laid on a sand cushion one (1) 
inch in thickness spread on the concrete foundation. The sand 
cushion shall be struck by templates to a surface parallel to 
the grade and contour of the finished pavement in such a man- 
ner that when the blocks are set and properly bedded in the 
sand, the tops shall conform accurately to the finished grade 
of the pavement. The sand used in this cushion shall all pass 
a quarter inch screen and be clean and sharp. 

B — Mortar. 

8. Upon the concrete foundation shall be spread a layer 
of mortar one (1) inch in thickness and made of one part 
of Portland cement of the character provided for use in the 
foundation and three parts of sand. Only sufficient water 
shall be added to this mixture to insure a proper setting of 
the cement, the intention being to produce a granular mix- 
ture which may be raked to the desired grade. The mortar 
shall be thoroughly mixed and shall be spread in place on 
the foundation, immediately in advance of the block laying, 
to such a thickness that when the blocks are set and properly 
bedded in the mortar, their tops shall conform accurately to 
the finished grade of the roadway. The concrete foundation 
shall be cleaned and swept and shall be thoroughly dampened 
immediately in advance of placing the mortar bed. The mor- 
tar bed shall be struck by templates to a surface parallel to 
the grade and contour of the finished pavement. 

6 



C — Bituminous. 

9. Under special ' conditions, especially where vibration 
may be expected, mortar cushion may be omitted and a bitum- 
inous coating, spread upon a smoothly finished and thoroughly 
dry concrete base, substituted therefor. 

Filler. 

10. When the blocks are laid upon the sand cushion the 
joints between the blocks shall be filled with a suitable bitum- 
inous filler. 

When the blocks are laid upon a mortar or bituminous 
cushion the joints may be filled with sand or bituminous filler 

Expansion Joints. 

11. A longitudinal expansion joint not less than three- 
quarters (%) of an ii;ch in width and filled with a suitable 
bituminous filler shall be placed along the curbs. 

Laying Blocks. 

12. Upon the bed thus prepared the blocks shall be care- 
fully set with the fiber of the wood vertical in straight parallel 
courses, except that one row of blocks shall be placed parallel 
with the curb and three-quarters of an inch therefrom. 

The blocks shall be laid by setting them loosely together 
on the cushion coat, but no joint shall be more than one-eighth 
(%) inch in width. Nothing but whole blocks shall be used, 
except in starting a course or in such other cases as the city 
may direct, and in no case shall the lap joint be less than two 
(2) inches. Closures shall be carefully cut and trimmed by 
experienced men. The portions of the blocks used for closure 
must be free from check or other fracture, and the cut end 
must have a surface perpendicular to the top of the block and 
cut to the proper angle to give a close tight joint. 

After the blocks are placed, they shall be rolled parallel 
and diagonal to the curb by a steam roller weighing at least 
five (5) tons until the surface becomes smooth and is brought 

7 



truly to the grade and contour of the finished pavement. When 
laid on a mortar bed, the rolling shall be completed before the 
mortar has set and all mortar that has set before the blocks 
are in place and rolled shall be discarded and replaced by 
fresh mortar. 

After the blocks have been thoroughly rolled, the joints 
between them shall be filled with the filler selected. 

After inspection by the proper city official, the surface of 
the wood block pavement shall be covered to a depth of about 
one-half (%) inch with fine screened sand. This sand is to 
be left upon the pavement for such time as may be directed 
by the proper city official, after which it shall be swept up 
and taken away by the Contractor. 

Note — Engineers should not use this specification as a 
whole, but should make a selection of material and method 
where more than one is indicated under the different headings. 



SPECIFICATIONS FOR ANALYSIS OF COAL TAR CREOSOTE. 

Sample. 

13. In view of the fact that everything depends upon the 
samples taken for analysis, too much care cannot be used to 
make sure that such samples are strictly average ones to the 
whole bulk of the oil 

To this end the oil should be completely liquified and well 
mixed before any samples are taken. Wherever possible, a 
drip sample of not less than two gallons should be taken, 
commencing after the oil has started to run freely. Where 
this cannot be done, as for instance in large storage tanks, 
samples should be taken from various depths in the tank, by 
means of a tube or bottle, the number of samples depending 
on local conditions. 

For taking samples during the process of treatment, it is 
desirable to take a sample of oil from the storage tank about 
one foot from the bottom of the tank before the cylinder is 
filled, atid, where possible, a sample directly from the cylinder 

8 



during the process of treatment. For this purpose a ther- 
mometer well, as shown in attached figure, is recommended. 
The sample to be analyzed should be thoroughly liquified 
by heating until no crystals adhere to a glass stirring rod, 
and also well shaken, after which one-half shall be taken for 
analysis and the balance reserved as a check test. 

Apparatus. 

14. The apparatus for distilling the tar oil or creosote 
must consist of a stoppered glass retort similar to that shown 
in diagram, having a capacity as nearly as can be obtained of 
eight ounces up to the bend of the neck when the bottom or 
retort and the mouth of the offtake are in the same plane. A 
nitrogen-filled mercury thermometer of good standard make, 
divided into full degrees centigrade, must be used in con- 
nection therewith. The bulb of the retort and at least two 
inches of the neck must be and remain covered with a shield 
of heavy asbestos paper, shaped as shown in diagram, during 
the entire process of distillation, so as to prevent heat radia- 
tion, and between the bottom of the retort and the flame of 
the lamp or burner two sheets of wire gauze, each 20-mesh fine, 
ctnd at least six inches square, must be placed. 

It is also recommended that the flame be protected against 
air currents. An ordinary tin can, from which a portion of 
the bottom and all of the top have been removed, placed on 
a support attached to the burner, as shown on diagram, has 
been found to answer the purpose. 

Distillation. 

15. Before beginning the distillation, the retort should 
be carefully weighed and exactly one hundred grammes of 
the oil placed therein, the same being placed in the retort. 
The thermometer should be inserted in the retort with the 
lower end of the bulb one-half inch from the surface of the 
oil, and the condensing tube attached to the retort by a tight 
cork joint. The distance between the bulb of the thermometer 
and the end of the condensing tube should not be less than 

9 



twenty nor more than twenty-four inches, and during the 
progress of the distillation, the thermometer must remain in 
the position originally placed. 

The distillates should be collected in weighed bottles and 
all fractions determined by weight. Reports are to be made 
on the following fractions: 

to 170 degrees centigrade. 

170 to 200 degrees centigrade. 

200 to 210 degrees centigrade. 

210 to 235 degrees centigrade. 

235 to 270 degrees centigrade. 

270 to 315 degrees centigrade. 

315 degrees centigrade and above. 

For practical purposes there will be no need of reporting 

on all of these fractions It will be sufficient to report on the 

fractions as follows: 

Below 200 degrees centigrade. 

200 to 210 degrees centigrade. 

210 to 235 degrees centigrade. 

235 to 315 degrees centigrade. 

Above 315 degrees centigrade. 

Reports are to be made on individual fractions. In making 
such reports it is to be distinctly understood that these frac- 
tions do not necessarily refer to individual compounds. In 
other words, the fractions between 210 and 235 degrees will 
not necessarily be all napthalene, but will probably contain a 
number of other compounds. The distillation should be a 
continuous one, and should take about forty-five minutes. 
When any measurable quantity of water is present in the oil, 
the distillation should be stopped, the oil separated from the 
water, and returned to the retort, when the distillation should 
be recommenced and the previous readings discarded. In ob- 
taining water-free oil, it will be desirable to free about 30)0 
to 600 cc. of the oil by using a large retort and using 100 
grammes of the water-free oil for the final distillation. In 
the final report as to fractions a correction must be made of 
the amount of water remaining, so that the report may be 
made on the basis of a dry oil. 

10 



LD 39 



SPEOIFICATIOISrS FOR BITUMUSTOUS CONCEETE 

PAVEMENT. 

RECOMMENDED BY THE SUB-COMMITTEE ON STAND- 
ARD SPECIFICATIONS FOR BITUMINOUS PAVING. 

[These specifications have not been adopted, but are printed for information 
and discussion at the convention at Dayton, Ohio, Oct. 11-15, 1915.] 



SUBGRADE. 

The contractor will be required to do all of the grading 
necessary to bring the surface to the proper sub grade as de- 
termined by. the lines and grades given by the engineer. If 
the material at sub grade is of an unstable character and unfit 
for foundation the contractor shall make such additional exca- 
vation as may be determined by the engineer and refill with 
approved material. After all necessary grading has been done 
to bring the surface to subgrade, the street shall be thoroughly 
rolled with an approved road roller, weighing not less than 10 
tons. If settlement occurs the depression shall be filled and 
then re-rolled until the surface is solid, uniform and parallel 
with the grade and cross section of the finished pavement. All 
filling shall be free from animal or vegetable matter and of a 
character approved by the engineer. In cases of spongy or 
yielding subgrade some other means besides ordinary rolling 
and sprinkling must be employed to obtain satisfactory com- 
paction of the subgrade. In the case of loose, sandy soils a 
small amount of cinders, gravel or fine crushed stone spread 
over the surface will often put it in a condition to be com- 
pacted under the roller. In the case of clay soils that puddle 
up and wave or creep under continued rolling it is best to roll 
as dry as possible and to be sparing in the use of water when 
rolling the first layer of macadam. Cinders, gravel or stone 
screenings will often help in rolling such subgrades. 

Sub-Drainage. 
When the soil is of such a character that it retains an ex- 
cessive amount of moisture, such as clay subject to swelling or 



heaving under the action of frost, or sands similar to quick 
sand that do not afford a ready natural drainage, sub-drains 
should be provided. 

These may be of two general kinds ; first, tile drains of open 
porous material or vitrified tile laid with open joints; second, 
trenches filled with broken stone, gravel, cinders or other simi- 
lar material. 

In some cases it may be sufficient to construct a sub-drain 
on each side of the roadway at or near the lines of the gutters, 
but when the soil is of a very wet nature it may be advisable 
to lay additional lines of drains which may be in^or near the 
middle of the roadway. This system of drains may be varied 
by diagonal lines of drains running from near the crown of 
the roadway to the gutters. 

In all cases the drains should have connections with the 
existing sewers, catchbasins or inlets. 

New Macadam Foundation. 

If the pavement is to be laid on a new macadam foundation 
or base the latter shall be built as follows: 

The total thickness of the macadam base will vary accord- 
ing to character of soil, drainage, kind of stone available, etc. 
In general, the macadam base should be constructed of broken 
stone which is sound, hard and durable under traffic. The 
broken stone should be separated into different sizes by screen- 
ing, the smaller sizes with the dust being used to fill and bond 
together the larger sizes. The thickness of the base should be 
regulated by experience in constructing ordinary waterbound 
macadam roads in similar situations, the total thickness of 
pavement, including wearing surface, being made the same or 
a little less than well constructed macadam. 

After the subgrade has been properly prepared, spread a 
layer of clean stone passing a three (3) to three and one-half 
(3%) inch revolving screen and held on a two (2) inch screen 
to a depth sufficient when thoroughly rolled to form about two- 
thirds (%) of the total thickness of the base. The thickness 



of this layer should be regulated by laying on the subgrade at 
proper intervals cubical blocks of wood of the proper dimen- 
sions to give the desired thickness. Over this layer of stone 
spread with shovels stone screenings in sufficient quantity to 
fill the voids between the larger stone. The screenings should 
be spread gradually and thoroughly rolled with a road roller 
weighing at least 10 tons during the process of spreading the 
screenings. As the screenings are worked into the coarse stone 
under the roller, more should be added here and there where 
voids appear. At first the rolling should be done dry until 
the stone appears to be well filled, then the surface should be 
well sprinkled and again rolled, the rolling and sprinkling 
continued until the layer of stone is thoroughly compacted and 
no more screenings can be forced in. Just enough screenings 
shall be used to fill and bond the stone, leaving no surplus 
screenings on the top. 

The above method may be varied by using the crusher run 
of stone without the addition of any other filler where the 
small sizes are not in excess. Also a filler other than stone 
'screenings, such as bank gravel or sand, may be used in some 
cases where experience with the materials available shows bet- 
ter results can be obtained. Under some conditions the char- 
acter of soil and stone available may be such as not to require 
the use of any filler with the stone of the first course. The 
specifications given, however, represent the best average prac- 
tice where stone with bonding value, such as limestone or trap 
rock, can be obtained. 

When the first layer of macadam is completed as specified, 
spread a second layer of clean stone passing a two (2) or two 
and one-half (2I/2) inch screen and held on a one (1) inch 
screen to a depth sufficient when thoroughly rolled to form the 
remaining one-third (%) of the total thickness of the base. 
Over this layer of stone spread evenly with shovels stone 
screenings and roll with the application of water by sprinkling. 
The sprinkling and rolling shall be continued until the stone 
is well bonded and until no more compression can be observed 



under the roller. Just enougK filler should be used to accom- 
plish this purpose and not enough to form a layer or film over 
the surface of the stone. It is better not to fill the stone quite 
flush, leaving the coarse particles of stone slightly projecting, 
so as to have a coarse, grainy base upon which to put the wear- 
ing surface. 

As an alternate method of construction the macadam may 
be well filled with screenings, watered and rolled until flushed 
up smooth. Over the surface of the macadam base thus con- 
structed shall be spread a layer of clean stone of a size to pass 
a two (2) inch ring and be retained on a one (1) inch ring. 
This layer of stone shall average one and a half (1%) inches 
or practically only one stone deep and is for the purpose of 
forming a binder or key between the base and wearing surface 
and thus preventing lateral displacement of the surface. After 
being spread evenly it shall be lightly rolled, only enough to 
partially imbed the stone and set them firmly in place without 
crushing or forcing the fine material up from below to fill the 
surface voids. The final rolling should be done while the 
macadam base is still moist and comparatively soft. 

The thickness of the pavement, including base and wearing 
surface, should vary according to local conditions and should 
be fixed by the engineer in charge when all the varying con- 
ditions of soil, drainage, traffic and materials of construction 
are understood. In general, a thickness of macadam base of 
eight inches with a wearing surface of two inches will be 
enough for any except the most adverse conditions, and a base 
of four to four and one-half inches with a wearing surface 
of from one and one-half to two inches will meet the most 
favorable conditions of firm, unyielding soils and light traffic. 

Old Macadam Foundation. 

If the pavement is to be laid on an old macadam founda- 
tion, the surface shall be thoroughly swept and cleaned of all 
fine material that may be caked upon the surface of the stone 



or lying loose as dust, thereby exposing the clean, coarse 
stone for the reception of the bituminous concrete. 

If the old macadam does not present the desired coarse, 
grainy surface, or is not at proper and satisfactory grade after 
cleaning, it shall be spiked up and redressed to the desired 
crown and grade, the coarse stone being brought to the top by 
harrowing or otherwise, or new stone added where needed. It 
shall then be watered and rolled until thoroughly compacted. 
If the result is not the required coarse, grainy surface, a layer 
of clean stone shall be spread and lightly rolled as described 
above in the paragraph relating to new macadam foundation. 

Concrete Foundation. 

When a portland cement concrete foundation is used, it 
should be laid according to the standard specifications adopted 
for concrete foundation. The surface, however, should be 
roughened to form a key for the wearing surface. This may 
be done by using coarse stone of fairly uniform size and lay- 
ing the concrete fairly wet, or by brooming, washing with a 
hose before hard set, tamping with grooved rammers, or by 
spreading a light layer of coarse, clean stone over the fresh 
concrete and lightly tamping. 

Curb. ^ 

If a curb or curb and gutter is used, the face against which 
the paving material will be laid shall be painted with a coat 
of hot bituminous cement in advance of the pavement. 

A curb or curb and gutter should be used in all cases of a 
street devoted to miscellaneous uses and where there is occa- 
sion for many vehicles to stop at the curb line, but in the case 
of a park driveway or a suburban highway a bituminous con- 
crete pavement may be successfully used without a curb. No 
other protection for the edge of the pavement is required ex- 
cept to provide a coarse, grainy base into which the paving 
material is rolled. 



Wearing Surface. 

On the foundation, as heretofore specified, shall be laid the 
bituminous concrete wearing surface, which shall consist of a 
mineral aggregate mixed with bituminous cement and laid#as 
hereinafter specified. 

This wearing surface shall have a thickness of . . . inches 
after thorough compression with a roller. 

For heavy traffic a thickness of two (2) inches is sufficient 
for all practical purposes and in some cases will afford more 
stability than a greater thickness. 

For moderate and light traffic one and one-half (1%) 
inches will be sufficient thickness for the wearing surface when 
laid on a well-constructed base, as specified above. 

Mineral Aggregate. 

The mineral aggregate shall consist of a mixture of broken 
stone and sand, to which shall be added as required stone, dust 
or Portland cement. 

Any sound, durable stone, either trap rock, limestone or 
granite, usually considered suitable for macadam, may be used. 
It should be broken as nearly cubical as practicable. It should 
not show distinct planes of cleavage or crystalline faces and 
should not readily crush or split under the roller when being 
rolled in the pavement. Between two kinds of stone, choice 
should generally be made of the one showing absorption ; such 
as is shown by the better grades of limestone, is a desirable 
quality, as the bonding strength of the cement is somewhat 
improved thereby. 

The sand shall be hard grained, moderately sharp, free 
from loam or other foreign material and varying in size from 
that passing a one-quarter (%) inch screen to dust passing a 
200-mesh screen. There shall not be over 5 per cent, by weight 
passing the 200-mesh screen and there should not be over 20 
per cent, held on the lO-mesh screen. 

Dust in the form of finely ground limestone or portland 
cement may be added to the mixture, but in such quantities 



that the screenings of the total ingredients entering into the 
mix shall in no case show over eleven per cent (11%) by 
weight passing a 200-niesh screen. 

The proportions of the various ingredients composing the 
Bituminous Concrete shall be approximately as follows: 

Grading "X/^ 

Bitumen 6 to 9% by weight 

Dust passing a 200-mesh screen 7 to 11% " 

Mineral matter passing a 80-mesh screen 8 to 15% " 

"40- " " 10 to 20% " 

" 10- " " 5 to 10% " 

" ^-inch " 40 to 60% " 

The last named size of material may be of one size screened 

stone or may be of crusher run, or may be increased from that 

passing a %-inch screen to that passing a %-inch screen if the 

•use of a coarse stone is found more expedient. Preference, 

however, is given to the smaller size because it makes a more 

uniform product and the particles are not so liable to be sepa- 

< 

rated in handling as with the larger si^e stone. 

Grading '*Y.'' 

In lieu of the above specified grading, the following, desig- 
nated as '* Grading Y," but coming within the limits of what 
is commonly known as the *'Topeka Specifications," may be 
substituted : 

Bitumen 7.5 to 10.5% 

Passing 200-mesh screen 7. to 11. % 

80- " " ..8. to 26. % 

40- " " ;11. to 37. % 

10- " " 8. to 26. % 

4- " " .8. to 22. % 

2- " " ; Not more than 10% 

The minimum amount of bitumen allowed in either grading 
shall only be used in mixtures containing the minimum total 
passing the 80-mesh. The percentage of bitumen must be in- 
creased above the minimum as the total passing the 80-mesh 
increases. 



9 



The item designated as Dust includes in addition to the 
Portland cement or stone dust that may be added, fine sand 
passing a 200-mesh screen not exceeding 5 per cent, of the 
total mixture and such 200-mesh mineral dust self contained in 
the refined asphalt. 

Method of Mixing. 

The aggregate shall be dried and heated in properly desig- 
nated driers before mixing with the bituminous cement. The 
driers shall be of the revolving type, thoroughly agitating and 
turning the materials during the process of drying, "When the 
aggregate is thoroughly dried and heated to a temperature of 
from 200 to 350 degrees F., depending upon the bituminous 
cement used, it shall be immediately before cooling or ex- 
posure to moisture, mixed with the hot bituminous cement as 
hereinafter specified. If stone dust is used it shall be intro- 
duced directly into the mixer vdthout passing through the 
drier. 

The bituminous cement shall be melted in a tank arranged 
so the heat can be properly and easily controlled and regu- 
lated. When melted and raised to a temperature of from 200 
to 350 degrees F., depending on the bituminous cement used, 
it shall be combined in the proper proportions with the hot 
aggregate and immediately mixed in a properly designed 
m.ixer with revolving blades until a thorough and intimate 
mixture of the ingredients has been accomplished, and the 
particles composing the aggregate evenly and thoroughly 
coated with the bituminous cement. The mixer shall not be 
exposed directly to the action of fire. 

Method of Laying. 

While still hot from the mixer the paving mixture shall be 
spread evenly on the foundation with hot iron rakes and 
shovels, so that when compressed with the roller it shall have 
the thickness specified, with the surface even and true to 
grade. Along the curb and around manholes, catchbasins and 
other obstructions in the street, where the roller cannot reach, 

10 



the compression shall be secured by the use of hot iron tampers. 
The rolling and tamping shall be done as quickly as possible 
after the material is spread, while still hot and pliable. When 
the paving mixture is hauled on the street in dump wagons it 
shall be, when ordered by the engineer, kept covered with can- 
vas to retain heat, dumped on platforms and shoveled into 
place and raked to the proper grade. As soon as spread the 
paving mixture shall be rolled with a tandem road roller weigh- 
ing at least five (5) tons and the rolling continued, working 
lengthwise and diagonally of the street. When practicable 
additional compression in the wearing surface should be se- 
cured by the use of a ten-ton roller. Rolling must be steadily 
kept up and^ continued until all roller marks shall disappear, 
and the surface gives indications of no further compressibility. 
The paving shall be done continuously, so the number of 
joints between the hot and cold material may be reduced to 
the minimum. When it is not practicable to lay it continu- 
ously and a joint is unavoidable, the edge of the cold material 
shall be trimmed down to a rough feather edge, and the sur- 
face, where the joint is to be made, painted over with bitumin- 
ous cement, the hot material raked over the feathered edge 
and thoroughly rolled. Instead of trimming the cold material, 
joint strips may be used consisting of strips of canvas about 
eighteen (18) inches v/ide with three parallel lines of three- 
quarter (%) inch ropes sewed on the under side about three 
(3) inches apart. The joint strips shall be laid on the feather 
edge of the freshly-raked material with the upper rope at the 
line where the thickness begins to decrease and the rolling 
completed on top of the canvas as for finished pavement. The 
faces of the curb and gutter, iron castings, etc., shall be painted 
with bituminous cement before the paving mixture is laid. 

Surface Finish. 

As soon as possible after the rolling of the mixture is fin- 
ished, and while the surface is still fresh and clean, and, if 
possible, while warm, a seal coat of bituminous cement of 

11 



proper consistency to be flexible when cold shall be spread 
over the surface. It shall be applied while at a temperature of 
from 200 degrees to 350 degrees F., depending on the bitumin- 
ous cement used, and evenly spread with rubber squeegees or 
mops. Only a sufficient coat shall be spread to flush the sur- 
face voids without leaving an excess. Immediately over this a 
top dressing of torpedo sand, fine gravel or stone chips free 
from dust, which must be thoroughly dry and heated in cold 
weather, shall be spread and thoroughly rolled into the sur- 
face. A small surplus shall be left to be worn in or worn away 
by the traffic. 

In the case of park drives and roadways, not subjected to 
heavy, constant traffic, and where a more grainy and coarse 
surface is desired, the surface finish specified above may be 
omitted and the following method of finishing adopted. 

As the bituminous concrete is raked to grade, and just 
before the roller comes on it, spread dry stone chips or torpedo 
sand evenly with swinging motions of a shovel, until the sur- 
face is barely covered. Then roll thoroughly as specified in 
the preceding paragraph relating to method of laying. If 
bare spots appear under the roller, sprinkle more chips or sand 
and continue the rolling until the whole surface is fairly 
covered. 

After the sand or stone chips have worn into the surface 
the street shall be swept, all excess of surfacing material re- 
moved and the street left clean. 

AspHALTic Cement. 

The asphaltic cement may be prepared from the following 
asphalts combined with flux as hereinafter specified, if flux is 
necessary: (1) From refined natural asphalt; (2) from the 
residue obtained in the careful distillation either with or with- 
out oxidation of asphaltic or semi-asphaltic petroleum; (3) 
from any uniform combination of the preceding materials 
together with a suitable flux, if flux be necessary, such com- 
bination being subject to the approval of the engineer. 

12 



Each bidder must state the nature and origin of the bitu- 
men to be used by him, and further, shall submit samples of 
the bituminous cement with his proposal. 

The asphaltic cement shall pass the requirements desig- 
nated below; 

(1) It shall have a penetration of from 40 to 85 at 77 de- 
grees F., depending upon the traffic and climatic conditions 
and hardness of the pavement desired. A penetration of from 
40 to 50 in most cements will produce a hard, exceedingly 
stable pavement which should be used on streets subjected to 
constant or heavy traffic. 

A penetration of from 50 to 65 in most cements will pro- 
duce a pavement best calculated to meet general traffic condi- 
tions. The above penetrations are measured in hundredths 
centimeters with a No. 2 needle weighted with 100 grams act- 
ing for 5 seconds. 

(2) When 50 grams of the cement are maintained at a 
temperature of 32,5 degrees F., for five hours in a tin box 2^4 
inches in diameter by 1% inches deep, there must not be 
volatilization of more than 5 per cent, by weight of the bitu- 
men present nor shall the original penetration be reduced 
thereby over one-half. 

The methed of test employed is that recommended by the 
Committee on Coal Analysis of the American Chemical Society. 

(3) Of the bitumen of the asphaltic cement which is solu- 
ble in carbon disulphide 981^ per cent, shall be soluble in car- 
bon tetrachloride. In this test for carbones the asphaltic 
cement to be tested should be allowed to stand over night, cov- 
ered with purified carbon tetrachloride. The test to be per- 
formed in subdued light. 

(4) The cement shall not flash at a less temperature than 
350 degrees F., New York State Closed Oil Tester. 

Flux. 

Use the flux specifications prepared by the Committee on 
Asphalt Pavement Specifications. 

13 



Coal Tar Cement. 

The coal tar cement shall be residue of the distillation of 
coal tar only, and shall be refined for the special purpose of 
making a paving cement. 

No mixture of hard pitch with the lighter oils of coal tar 
will be permitted. 

Its specific gravity shall be not less than 1.20 nor more than 
1.29 at 69 degrees F. 

The melting point determined by the cube method shall be 
not less than 100 degrees F. and not more than 115 degrees F. 

It shall contain not less than 15 per cent, nor more than 30 
per cent, of free carbon insoluble in benzol. 

It shall be free from water as determined by distillation 
and shall show upon ignition not more than % per cent, of 
inorganic matter. 

No distillate shall be obtained lower than 338 degrees F. 
and up to 600 degrees not less than 5 per cent, and not more 
than 20 per cent, of distillate shall be obtained. The distillate 
shall be of a gravity of not less than 1.03 at 60 degrees F. The 
residue shall have a melting point of not more than 165 de- 
grees F. In making this distillation an 8-ounce glass retort 
shall be used and the thermometer suspended so that before 
applying the heat the bulb of the thermometer is one-half inch 
above the surface of the liquids. The melting point of the 
pitch shall be determined by suspending a %-inch cube in a 
beaker of water one inch above the bottom. The temperature 
shall be raised 9 degrees per minute from 60 degrees F. The 
temperature recorded the instant the pitch touches the bottom 
shall be considered the melting point of the pitch. In testing 
the original materials the initial temperature shall be 40 de- 
grees F. 

Water Gas Tar Cement. 

1. The specific gravity at 25 degrees C. shall be between 
1.155 and 1.170. 

14 



2. On extraction with cold carbon disulphide at room tem- 
perature for 20 minutes not less than 97% per cent, shall be 
soluble. 

3. When tested in a penetrometer at 25 degrees C. with a 
No. 2 needle under 100 grams load for five seconds, it shall 
have a penetration of not less than 27.5 m.m. and not more 
than 32.5 m.m. 

4 When 100 cm. are distill in a 250 c.c. Engler flask 
according to the method proposed by the American Society for 
Testing Materials, the loss by weight shall be within the fol- 
lowing limits: 

From Start to 170 degrees C 

170 to 225 " C: not over ^% 

225 to 270 " C from 2 to 6% 

270 to 300 " C from 5 to 9% 

Residue not less than 84% 



15 



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